HomeMy WebLinkAboutHOLD - 2525 S Pullman St - PlanTHE DOT PRINTER
2525 Pullman Street
Santa Ana, CA
THE DOT PRINTER
12/2/2025
reference
G-1
According To 2022 CBC
Note: Conditions of adhering to this plan are the sole responsibility of the
Owner/Tenant. If modifications to the building are conducted it is the Owner/Tenant's
responsibility to obtain a licensed contractor to perform such work along with any
necessary plan submittals to the local agencies for approval of permits.
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SITE MAP
ACCORDING TO 2022 CBC
VICINITY MAP
SITE PLAN
Project Scope: Rack Storage Permitting
Project Information Sheet Index
Building Information Code Information
APPLICABLE CODES: ALL WORK DONE UNDER THIS CONTRACT SHALL
COMPLY WITH THE PROVISIONS OF THE SPECIFICATIONS, DRAWINGS &
CONSTRUCTION CRITERIA OF THE OWNER, AND SHALL SATISFY ALL
APPLICABLE CODES, ORDINANCES, AND REGULATIONS OF ALL GOVERNING
BODIES INVOLVED. ANY MODIFICATIONS TO THE CONTRACT WORK REQUIRED
Y SUCH AUTHORITIES SHALLBE PERFORMED BY THE CONTRACTOR. ALL
PERMITS AND LICENSES NECESSARY FOR THE EXECUTION OF THE WORK
SHALL BE SECURED AND PAID FOR BY THE CONTRACTOR. APPLICABLE
CODES INCLUDE, BUT ARE NOT LIMITED TO THE FOLLOWING:
APPLICABLE CODES MAY/MAY NOT BE AS FOLLOWS:
* 2022 CBC BUILDING AND SAFETY CODE
* 2022 CALIFORNIA ELECTRICAL CODE
* 2022 CMC MECHANICAL CODE
* 2022 CPC PLUMBING CODE
* 2022 CFC FIRE CODE
* CALIFORNIA TITLE 24 ENERGY COMPLIANCE CODES AMERICANS WITH
DISABILITIES ACT
Jurisdiction: City of Santa Ana
A. Occupancy Use: S-I, B
B. Construction Type: III-B
C. Existing Automatic Sprinklered Building
THE DOT PRINTER
2525 Pullman Street, Santa Ana, CA
N
N
GI- Cover Sheet/Site Plan
G2- Rack Storage Floor Plan
SED 1 of 1- Storage Rack Elevations
Fire Code:
Fire Code Consultant
COMPLIANCE FIRST, INC.
1057 E Imperial Hwy
Placentia, California 714-572-4410
Structural Engineering & Design Inc.:
STRUCTURAL ENGINEERING & DESIGN INC.
1815 Wright Ave.
La Verne, California 909-596-1351
THE DOT PRINTER
2525 Pullman Street
Santa Ana, CA
Fire Department Access Road
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RISERS WITH
ALARM VALVES RISER WITH
ALARM VALVEExisting Domestic
Water Service
Existing Backflow
Service
12/2/25
(6)6,2 251$3 /'((15*(7 ,16,(*((55
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THE P.E. CERTIFICATION PROVIDED HEREIN PERTAINS
TO THE ADEQUACY OF THE STORAGE RACK
STRUCTURAL COMPONENTS ONLY. ALL
OTHER AREAS ARE OUTSIDE THE SCOPE OF
WORK OF THIS CERTIFICATION. .
THE DOT PRINTER
2525 Pullman Street
Santa Ana, CA
THE DOT PRINTER
12/2/2025
1/20"= 1'-0"
G-2
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NOTES: GENERAL FIRE DEPARTMENT
1) Fire Department Final Inspection required. Scheduled inspection 2 Days in Advance.
2) Installation and Modifications of the Fire Sprinkler System Shall Be 2022 NFPA 13 Compliant, Plans To Be Submitted
Separately By A Contractor and Subject To Approval Prior To Installation.
3) Any Plans and Calculations for Sprinkler Modification Shall Be Submitted By A Contractor and Subject To Approval
Prior To Installation.
4) Location and Classification of Extinguishers Shall Be In Accordance With The 2022 CFC Section 906.The fire
extinguisher must be located in visible and accessible location. The location of the fire extinguisher must be chosen to
minimize damage from forklift traffic and merchandise handling.
5) Address Numbers Shall Be A Minimum Of 8" High And Plainly Visible From The Roadway.
6) Exit Door's Swing In Direction of Egress and Are Equipped With "No Knowledge" Hardware.
7) Private Fire Hydrants Sprinkler Controls and Post Indicator and Risers To Fire Department Shall Be Painted Red.
8) The door sizes for the Fire Department access doors. Per the 2022 CFC 3206.7.6, the minimum access door size shall
be 3'-0" X 6'-8".
9) For High Piled Storage Stock/Racking Area Exceeding 500 sq. ft. Plans To Be Submitted Separately To The Local Fire
Department and Subject To Approval Prior To Installation. Shall Comply with All Applicable Fire Codes.
10) OCFA Approval is Required Prior to Building Approval.
NOTES: BUILDING
A) Commodities Stored:
The company is a warehouse storage facility that houses electronics (such as microphones, headsets, monitors,
gaming controllers, earbuds, radio control cars, etc.), clothing made of cotton/synthetic cloth, pool displays, swimming fins
made of silicone/rubber, cleaning supplies, and other similar items.
1. Construction Type III-B.
2. Occupancy Classification S-1,B.
3. Existing Automatic Sprinkler System NFPA, 13 Compliant.
4. The owner shall maintain the structural integrity of the rack system by assuring proper operational, house keeping, and
maintenance procedures, but not limited to, the following:
a) Prohibit any over loading of any pallet positions and of the overall rack system.
b) Regularly inspect for damage. If damage is found, immediately unload the affected area and replace or repair any
damaged columns, beams, or other structural components.
c) Require all pallets to be maintained in good, safe, operating condition.
d) Ensure that pallets are properly placed onto pallet load support members in properly stacked and stable position.
e) When applicable require that all goods stored on each pallet to be properly stacked and stable.
f) Prohibit double stacking of any pallet position, including the top most position, unless the rack system is specifically
designed for such loading.
5. Aisles Widths Shall Be In Accordance with CFC 2022 3206.10.1.1 & 3206.10.1.2 The minimum aisle widths are 48
inches.
6.CFC 2022 Chapter 10, 1001.1 General. Buildings or portions thereof shall be provided with a means of egress system
as required by Chapter 10 MEANS OF EGRESS.
7. Illuminated Lighting.
8. There are not stairways/platforms connected to Racking.
9. Storage Racks Not Open to The Public In Warehouse.
NOTES: MEANS OF EGRESS/EXITS
A) Means of Egress Continuity Shall Be In Accordance With 2022 CFC 1003.6. The Path of Egress Travel Along a
Means of Egress Shall Not Be Interrupted by Any Building Element Other Than The Means of Egress Component As
Specified. Obstructions Shall Not Be Placed In the Required Width of A Means of Egress. The Required Capacity of A
Means of Egress System Shall Not Be Diminished Along The Path of Egress.
B) Where required CFC 2022 1013.1 Exits and exit access doors shall be marked by an approved exit sign readily visible
from any direction of egress travel. The path of egress travel to exits and within exits shall be marked by readily visible
exit signs to clearly indicate the direction of egress travel in cases where the exit or the path of egress travel is not
immediately visible to the occupants. Intervening means of egress doors within exits shall be marked by exit signs. Exit
sign placement shall be such that any point in an exit access corridor or exit passageway is within 100 feet (30 480 mm)
or the listed viewing distance of the sign, whichever is less, from the nearest visible exit sign.
C) 2021 NFPA 101, Section 7.10.1.8. Signs must be located in such a location and be of such a size, distinctive color,
and design that they are readily visible. All signs must also provide contrast with decorations, interior finish, or other signs,
and may not be blocked by decorations, furnishings, or equipment that impairs visibility of a sign. Further, no brightly
illuminated sign, display, or object that could detract from an Exit sign are permitted in or near the line of vision of an Exit
sign.
D) 2021 NFPA 101, Section 7.10.5.1. Every sign required for Exit or Exit access--other than those where operations or
processes require low lighting levels--must be suitably illuminated by a reliable light source. Externally and internally
illuminated signs must be legible in both normal and emergency lighting mode.
E) 2021 NFPA 101, Section 7.10.8.3.1. All doors, passages or stairways that are neither an exit nor a way of exit
access--yet are likely to be mistaken for an exit--be identified with a "No Exit" sign.
F) CFC 2022, Section 1008.3.4 Duration of Emergency Power. The emergency power system shall provide power for a
duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or an on-site generator. The
installation of the emergency power system shall be in accordance with Section 2702 of the California Building Code.
G) 2021 NFPA 101, Section 7.10.7.2. Photoluminescent Signs. The face of a Photoluminescent sign shall be continually
illuminated while the building is occupied. The illumination levels on the face of the Photoluminescent sign shall be in
accordance with its listing. Recharging illumination shall be a reliable light source as determined by the authority having
jurisdiction. The charging light source shall be of a type specified in the product markings.
H) The installation of storage racks shall meet the CBC requirements of the means of egress for exit signs, egress
illumination, and emergency power systems. These are to be verified by the field inspector, who may require plans
showing compliance of such items. Additional permit(s) may be required for means of egress added improvements.
I) Exit access travel distance, measured from the most remote point to an exit, not to exceed the allowable distance per
CBC Table 1017.2. Building Equipped with an NFPA 13 Compliant Sprinkler System.
Rack Storage - Floor Plan
According To 2022 CBC
Note: Conditions of adhering to this plan are the sole responsibility of the
Owner/Tenant. If modifications to the building are conducted it is the
Owner/Tenant's responsibility to obtain a licensed contractor to perform such
work along with any necessary plan submittals to the local agencies for approval
of permits.
The Company acknowledges that it is the responsibility of
“THE DOT PRINTER” to contact “Building” to conduct a “Final
Inspection” for sign-off of the “Approved Plan.”N
Office
Areas
EXIT
ACCESS
EXIT
ACCESS
EXIT
ACCESS
EXIT
ACCESS
EXIT
ACCESS
EXIT
ACCESS
EXIT
ACCESS
EXIT
ACCESS
EXIT
ACCESS
Warehouse Area
± 96,300 Sq.Ft.
RISERS WITH
ALARM VALVES RISER WITH
ALARM VALVE
5'-3"
4'-0"
2'
-
4
3
16
"
EXIT PATH 245'
2'-3"
5'-6"
10'-0"9'-9"
9'-6"9'-6"9'-6"9'-6"9'-6"
9'-6"
1'-6"
9'-9"10'-0"6'-0"10'-0"
9'-6"9'-6"9'-6"9'-6"9'-6"
8'-4"2'-3"
2'
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3
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65'-5"
11
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1
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56'-11"
10
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-
1
1
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EXIT PATH 181'
EXITEXIT
EXITEXIT
EXITEXIT
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EXITEXIT
EXITEXIT
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12/2/25
(6)6,2 251$3 /'((15*(7 ,16,(*((55
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1R1R
(([S[S7
THE P.E. CERTIFICATION PROVIDED HEREIN PERTAINS
TO THE ADEQUACY OF THE STORAGE RACK
STRUCTURAL COMPONENTS ONLY. ALL
OTHER AREAS ARE OUTSIDE THE SCOPE OF
WORK OF THIS CERTIFICATION. .
12"
3/8"
1/2"
1 1/2"
1/2"
2"
3/8"
2 11/16"
3/8"
3/8"
169"
FRONT VIEW
96"
TYPE 1 SELECTIVE RACK
9"
1
5 3
1B
57"
48"
55"
1 1 1 1
169"
FRONT VIEW
96"
TYPE 2 SELECTIVE RACK
66"
1
5 3
1B
48"
55"
169"
SIDE VIEW
42"
34"
24"
24"
24"
24"
24"
12"
42"
216"
FRONT VIEW
96"
TYPE 3 SELECTIVE RACK
94"
1
6 3
1B
54"
48"
216"
FRONT VIEW
96"
TYPE 4 SELECTIVE RACK
8"
6 3
1B
16"
20"
216"
FRONT VIEW
96"
TYPE 5 SELECTIVE RACK
8"
6 3
1B
56"
56"
216"
FRONT VIEW
144"
TYPE 6 SELECTIVE RACK
108"
6 3
1B
60"
56"
20"
20"
20"
46"
216"
SIDE VIEW
42"
24"
30"
30"
30"
30"
24"
12"
42"
24"
7
2
8
7
2
8
3
4
3 3
4
1/2"
O.A.L.
F.F.
2-1/2"
MIN. EMBED.
2-1/2"
5/8"
7"
5"
3-15/64"
2-23/32"
1 3/8"
1"
2"
2"
3"
8"
2"
1 1/2"
1 5/8"
4"
1"
1.38"
1.97"
6"
3"
2"
2"
1"
1 3/8"
1 1/2"
1 5/8"
3 1/8"
1"
DESCRIPTION
STEEL YIELD
MATERIAL
STD ROW SPACER
14 GAGE
NOTES:
$77$&+:,7+ *5%2/76
(2) @ EACH END DESCRIPTION STORAGE RACK ELEVATIONS
NOTES:
CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO
ENSURE REQUIRED EMBEDMENT IS OBTAINED.
;0,1(0%('
HILTI KWIKBOLT TZ2 ANCHORDESCRIPTION NOTES:
SEE NOTE #4 ABOVE FOR ANCHOR
SPECS.
SIZE
ASTM A570, Fy=55,000 PSI
12 GAGE THK STEEL
STEEL YIELD
MATERIAL
DESCRIPTION
NOTES:
USE @ ALL MECALUX
COLUMN/BASE LOCATION TYP.
ASTM A36, Fy=36,000 PSI STEEL YIELD
3/8" THICK PLATE
BASE PLATE: 7" X 5"
MATERIAL
DESCRIPTION
COLUMN
COLUMN: MCLX U82
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25-0421-7
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ESR#4266
ASTM A570, Fy=55,000 PSI
1 GENERAL PROJECT NOTES
1. DESIGNED PER REQUIREMENTS OF THE 2022 CBC, ASCE 7-16, SECTION 15.5.3, & 2012 RMI RACK DESIGN MANUAL
2. SEISMIC CRITERIA SS=1.268, S1=0.454, FA=1.200, FV=1.846
IP=1.0 (NO PUBLIC ACCESS), SDS=1.014, SD1=0.559, OCC UPANCY CATAG. II
SITE CLASS D-DEFAULT, SEISMIC DESIGN CATAG. D
3. STORAGE CAPACITY:
TYPE 1=2200 LBS PER LEVEL TYP.
TYPE 2=3000 LBS PER LEVEL TYP.
TYPE 3=1800 LBS PER LEVEL TYP.
TYPE 4=700 LBS PER LEVEL TYP.
TYPE 5=1300 LBS PER LEVEL TYP.
TYPE 6=1000 LBS PER LEVEL TYP.
4. ANCHORS: HILTI KWIKBOLT TZ2 ESR#4266, OR POWERS SD2 ESR#2502
;0,1(0%('7
50 FT-LBS TORQUE (HILTI KWIKBOLT TZ2)
40 FT-LBS TORQUE (POWERS SD2)
(2) ANCHORS PER BASE PLATE.
5. PERIODIC SPECIAL INSPECTION IS REQUIRED DURING ANCHOR INSTALLATION. ANCHORS SHALL BE INSTALLED
PER ICC ESR#4266.
6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 5" X 2500 PSI
7. SOIL BEARING PRESSURE 500 PSF.
8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY IN
ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE
INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT.
9. ALL BOLTS GR. 5 OR BETTER, INSTALL TO SNUG TIGHT FIT OR BETTER
10. ALL WELDING PERFORMED IN THE SHOP OF AN APPROVED FABRICATOR BY AWS CERTIFIED WELDERS USING E70XX
ELECTRODE OR BETTER. FIELD WELDS, IF ANY, SHALL BE PROVIDED UNDER THE SUPERVISION OF A LICENSED
DEPUTY INSPECTOR. SPECIAL INSPECTION IS REQUIRED FOR ALL STRUCTURAL WELDS EXCEPT FOR WELDING DONE
IN AN APPROVED FABRICATOR'S SHOP.
11. THE CLEAR SPACE BELOW SPRINKLERS SHALL BE A MIN. OF 18" BETWEEN TOP OF THE STORAGE AND THE
CEILING SPRINKLER DEFLECTOR.
12. THE PRODUCT SHOWN ON THE DETAILS HEREIN IS ASSUMED TO BE IN GOOD, UNDAMAGED CONDITION. THE
PRODUCT MUST BE FREE OF ANY DAMAGE AND/OR FABRICATION DEFICIENCIES OR IRREGULARITIES. IT IS THE
RESPONSIBILITY OF THE OWNER, USER, PRODUCT PROVIDER AND/OR INSTALLER OF THE COMPONENTS TO
NOTIFY SED, INC IN WRITING, OF ANY DAMAGE, DEFICIENCIES OR IRREGULARITIES.
13. IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER OF THE COMPONENTS SHOWN HEREIN TO NOTIFY SED,
INC OF ANY DAMAGE OR DEFICIENCIES IN THE SYSTEM DURING USE.THIS INCLUDES SUCH OCCURRENCES
SUCH AS IMPACT DAMAGE TO THE COMPONENTS FROM FORKLIFT OR HEAVY MACHINERY, IMPACT FROM
DROPPED LOADS ON THE SYSTEM, DAMAGE TO SYSTEMS BY IMPROPER USE OR INSTALLATION, ETC. THE USER
OF THE PRODUCT MUST NOTIFY SED, INC IN WRITING SHOULD ANY DAMAGE OR DEFICIENCY OCCUR TO THE
PRODUCT SHOWN HEREIN. IT IS THE RESPONSIBILITY OF THE OWNER AND/OR USER TO MAINTAIN THE SAFETY
AND PROPER USE OF THE STORAGE PRODUCT SHOWN HEREIN.
14. IT IS THE RESPONSIBILITY OF THE OWNER/USER OF THE STORAGE SYSTEM SHOWN HEREIN TO REPAIR OR
REPLACE ANY COMPONENT THAT IS DAMAGED OR OTHERWISE DEFICIENT.
15. THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE RACK SYSTEM BY ASSURING PROPER OPERATIONAL,
HOUSE KEEPING AND MAINTENANCE PROCEDURES, BUT NOT LIMITED TO THE FOLLOWING:
A. PROHIBIT ANY OVER LOADING OF ANY PALLET POSITIONS AND OF OVERALL RACK SYSTEMS.
B. REGULARLY INSPECT FOR DAMAGE. IF DAMAGE IS FOUND, IMMEDIATELY UNLOAD THE AFFECTED AREA AND
REPLACE OR REPAIR ANY DAMAGED COLUMNS, BEAMS, OR OTHER STRUCTURAL COMPONENTS.
C. REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD, SAFE, OPERATING CONDITION.
D. ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD SUPPORT MEMBERS IN PROPERLY STACKED AND
STABLE POSITION.
E. REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE.
F. PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION, INCLUDING THE TOP MOST POSITION.
G. THE OWNER AND/OR USER OF THE RACK SYSTEM MUST PROVIDE MEASURES TO MITIGATE DAMAGE TO THE STORAGE
RACK BY USE OF IMPACT PROTECTIVE DEVICES IN AREAS WHERE FORKLIFT AND/OR HEAVY MACHINERY ARE IN USE.
H. ENSURE THAT THE RACKS ARE NOT MODIFIED OR REARRANGED IN A MANNER NOT WITHIN THE ORIGINAL DESIGN
CONFIGURATION.
16. MINIMUM DISTANCE BETWEEN THE ANCHOR BOLT CENTER TO ANY CONSTRUCTION JOINTS, CONTROL/EXPANSION
JOINTS OR SLAB CRACKS=3.5".
17. THE MAXIMUM TOP TO BOTTOM OUT-OF-PLUMB RATIO AND OUT-OF-STRAIGHT RATIO RACK COLUMN IS 1/240 (FOR
EXAMPLE 1/2" PER 10 FEET OF HEIGHT). COLUMN WHOSE OUT-OF-PLUMB RATIO OR OUT-OF-STRAIGHT RATIO EXCEEDS
THIS LIMIT SHOULD BE UNLOADED AND RE-PLUMBED. ANY DAMAGED PARTS MUST BE REPAIRED OR REPLACED.
18. FOR 169" H FRAMES:
MINIMUM DISTANCE BETWEEN RACK AND BUILDING COMPONENTS IS 2% (OR 3.38") OF TOP SHELF LEVEL HEIGHT @
BRACED DIRECTION AND 5% (OR 8.45") OF TOP SHELF LEVEL HEIGHT @ UNBRACED DIRECTION.
FOR 216" H FRAMES:
MINIMUM DISTANCE BETWEEN RACK AND BUILDING COMPONENTS IS 2% (OR 4.32") OF TOP SHELF LEVEL HEIGHT @
BRACED DIRECTION AND 5% (OR 10.8") OF TOP SHELF LEVEL HEIGHT @ UNBRACED DIRECTION.
NOTES:
USES (2) ROW SPACERS FOR DOUBLE ROW UNITS
4
1B
6
GR 55 RIVET
6$)(7<&/,3
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ TYPE 1 LVL 1, 2 LVL 1 MECALUX BEAM
TO COLUMN CONNECTION LOCATIONS.
7 GAGE
4-PIN CONNECTOR
STEEL YIELD
MATERIAL
DESCRIPTION
15 GAGE
4-1/2" BEAM (U1017)
STEEL YIELD
MATERIAL
DESCRIPTION
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ TYPES 1, 2 BEAM LOCATIONS.
ATTACHMENT:
$77$&+: ;*5%2/763(5%5$&( #($(1'
MATERIAL
DESCRIPTION
STEEL YIELD ASTM A570, Fy=50,000 PSI
BRACING: HORIZ. & DIAG.
16 GAGE STEEL (U515)NOTES:
USE @ ALL MCLX BRACE LOCATIONS TYP.
8
2
7
3
GR 55 RIVET
6$)(7<&/,3
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ ALL MECALUX BEAM TO COLUMN
CONNECTION LOCATIONS U.O.N.
7 GAGE
3-PIN CONNECTOR
STEEL YIELD
MATERIAL
DESCRIPTION
15 GAGE
3-1/8" BEAM (U817)
STEEL YIELD
MATERIAL
DESCRIPTION
ASTM A570, Fy=55,000 PSI
NOTES:
USE @ TYPES 3, 4, 5, 6 BEAM LOCATIONS.
5
1
12/2/25
(6)6,2 251$3 /'((15*(7 ,16,(*((55
$&/),)2 2(571$,7 $6 9 ,,/&
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1R1R
(([S[S7
Structura
CITY OF SANTA ANA
Planning and Building Agency
�EDgineBOnO & DeSiC]D Inc.0
1u1nWright xve..Lu
Project: THE DOT PRINTER
Project#: 25-0421'7
nxu1rovTel: 000.6os1;m1Fax: 9ooaox.8001
SANTA NA, CA 92706
Date: 11/24/35
Plan Review Responses
CALLOUT FOR OMEGA=2
A���������
" " ��
FOR PERMIT ISS[)/\K](_E
UNDERSTOOD. PLEASE NOTE OMEGA HAS BEEN APPLIED TO THE SEISMIC UPLIFT, PLEASE SEE PAGE 11.1
DFTHE CALCO.2224L8S|8OBTAINED AFTER OMEGA APPLIED TOTHE NET UPLIFT (}F1112LBS,
SED1DF1
PLEASE NOTE THE LOCATIONS OF PLAQUE SIGNS CANNOT BE SHOWN ON THE ELEVATIONS ON THE SED
DETAIL SHEET. THESE WILL BE SHOWN ONTHE RACK LAYOUT AND ELEVATION DRAWINGS BY THE
CONTRACTOR.
PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE MATTERS.
A
THE DOT PRINTER
2525 PULLMAN ST
SANTA ANA, CA 92706
SCOPE OF WORK:
STORAGE RACK CALCULATIONS
DATE: 12/2/2025
JOB# 25-0421-7
SED INC
1815 WRIGHT AVE SUITE 200
LA VERNE, CA 91750
12/2/25
(6)6,2 251$3 /'((15*(7 ,16,(*((55
$&/),)2 2(571$,7 $6 9,,/&
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Structural
Engineering & Design Inc.
NIHAL
TABLE OF CONTENTS
THE DOT PRINTER
TitlePage..............................................................................................................
1
Tableof Contents ............................ :......................................................................
2
Design Data and Definition of Components..........................................................
3
Critical Configuration.............................................................................................
4
SeismicLoads.......................................................................................................
5 to 6
Column..................................................................................................................
7
Beamand Connector............................................................................................
8 to 9
Bracing..................................................................................................................
10
Anchors.................................................................................................................
11
BasePlate.............................................................................................................
12
Slabon Grade.......................................................................................................
13
OtherConfigurations.............................................................................................
14 ^-
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1-7
TYPE 1 rvd Page I of ) O 7/31/2025
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Data
1) The analyses herein conforms to the requirements of the:
2022 CBC Section 2209
ANSI MH 16.1-2012 Specifications for the Design of Industrial 5tee/ 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 Feld welding allowed other than those supervised by a licensed deputy inspector.
Date:
5) The existing slab on grade is 5" thick with minimum 2500 psi compressive strength. Allowable Soil bearing capacity is 500 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
R
Fk
R"t Vlew-, Down Ab:�
f LranaftwhA Rama
Ckbrm
Q nrxz
Lie ate and
Ark -horn
—J.. '
d!Dn Ai Cron Ais}e
(Trans%--rse '1 Frame
frl
Dam
Eg--40ml
&ate
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Configuration & Summary: TYPE 1 SELECTIVE RACK
55"
t
48"
169"
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toiect #: ZE-0421-7 I
Date:
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL=
120lb
AXIAL LL=
4,400lb
SEISMICAXIAL Ps=+/-
3,250 lb
BASE MOMENT=
0 in -lb
96" 42,-4, -IL 42" �f
Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type
Ss=1.268, Fa=1.2 4 42 in 1 169.0 in 1 6 96 in
Component
Description
STRESS
Column
Fy=55 ksi
Mecalux U82
P=3390 lb, M=10585 in -lb
0.37-OK
Column & Backer
None
None
None
N/A
Beam
Fy=55 ksi
Mecalux U1017 4" x 2.5" x 15 ga
I Lu=96 in
Capacity: 4955 Ib/pr
0.44-OK
Beam Connector
Fy=55 ksi
Lvl 2: 3 pin OK I Mconn=7038 in -lb
Mcap=17768 in -lb
0.4-OK
Brace -Horizontal
Fy=50 ksi
Mclx U515 Sgl 1.97x1.38x16ga(U80)
0.39-OK
Brace -Diagonal
Fy=50 ksi
Mclx U515 Sgl 1.97x1.38x16ga(U80)
0.97-OK
Base Plate
Fy=36 ksi
7x5x0.375 r Fixity= 0 in -lb
0.44-OK
Anchor
2 per Base
0.5" x 2.5" Embed HILTI TZ2 ESR 4266 Inspection Reqd (Net Seismic Uplift=2224 lb)
0.6-OK
Slab & Soil
5" thk x 2500 psi slab on grade. 500 psf Soil Bearing Pressure
0.75-OK
Level
Load**
Per Level I
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
I Conn.
Moment
Beam
Connector
1 2,200 lb 9.0 in 34.0 in 39 lb 19 lb 4,520 lb 2,286 "# 5,308 "# 3 pin OK
L L,LUU IU 5/.0 In
49.0 in Zb/ ID
3 2,200 lb 48.0 in
24.0 in 496 lb
4 2,200 lb 55.0 in
24.0 in 735 lb
24.0 in
24.0 in
141 ID 3,39U it) 10,585 "# 7,038 "# 3 pin OK
243 lb 2,260 lb 7,228 "# 5,064 "# 3 pin OK
360 lb 1,130 lb 4,946 "# 2,535 "# 3 pin OK
— Load defined as product weight per pair of beams Total: 1,556 lb 762 lb
Notes
4 pin @ level 1
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Seismic Forces Configuration: TYPE 1 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 I Seismic Load _
V= Cs*IP*Ws=Cs*IP*(0.67*P*111)rf+D) vt
Cs1= Sds/R
= 0.2536 Cs -max * Ip= 0.2536
Cs2= 0.044*Sds Vmin= 0.015
= 0.0446 Eff Base Shear=Cs= 0.2536 l'ransverse Elev two 1
Cs3= 0.5*Si/R Ws= (0.67*PLRFI * PL)+DL (RMI 2.6.2)
= 0.0568 = 6,1361b
Cs -max= 0.2536 Vtransv=Vt= 0. 5536 * (240 Ib + 5896 lb)
Base Shear Cceff=Cs= 0.2536 Etransverse= 1,556 Ib
Limit States Level Transverse seismic shear per upright
Level PRODUCT LOAD P P*0.67*PRFI DL hi wi*hi
1 2,200lb
1,4741b
2 2,200lb
1,4741b
3 2,200lb
1,4741b
4 2,200 lb
1,474 lb
sum: P=88001b 5,8961b
Similarly for longitudinal seismic loads, using R=6.0
CS1=Sd1/(T*R)= 0.1242
Cs2= 0.0446
Cs3= 0.0378
Cs -max= 0.1242
Level PRODUC LOAD P
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SS= 1.
Fa= 1.200
Fv= 1.846
Sds=2/3*Ss*Fa= 1.014
Sd1=2/3*S1*Fv= 0.559
Ca=0.4*2/3*Ss*Fa= 0.4058
(Transverse, Braced Frame Dir.) R= 4.0
Ip= 1.0
PRF1==V
Pallet Height=hp= 0.0 in
DL per Beam Lvi= 60 Ib
A Fi*
60 Ib
9 in
13,806
39.11b
( + p/
352-#
60 Ib
66 in
101,244
286.9 Ib
18,935-#
601b
114In
174,876
495.5lb
56,487-#
60 Ib
169 in
259,246
734.5 Ib
124,1314
240 Ib
W=6136 Ib
549,172
1,556 lb
2=199,905
Ws= (0.67 * PLRF2 * P) + DL — PRF2= 1.0
= 6,136 Ib (Longitudinal, unbraced DIY.) R= 6.0
Cs=Cs-max*Ip= 0.1242 T= 0.75 sec
Vlong= 0.1242 * (240 Ib + 5896 lb)
Elongitudinal= 762 lb LIM&States Leve/Long/t. selsmlc rheerper upright
P*0.67*PRF2 DL hi wi*hi
1 2,200lb
1,4741b
2 2,200lb
1,4741b
3 2,200lb
1,4741b
4 2,200lb
1,4741b
Fi Front View
60 lb
9In
13,806
19.2lb
60 Ib
66 in
101,244
140.5 Ib
60 Ib
114 in
174,876
242.6 Ib
60 Ib
169 in
259,246
359.7 Ib
sum: 5,896 Ib 240 Ib W=6136 Ib 549 172 762 Ib
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Downaisle Seismic Loads Configuration: TYPE 1 SELECTIVE RACK Date:
Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity.
Seismic Story Forces
1-7
Typical (fame made
Vlong= 762lb Tribufaryarea oftwocolumns
VCOI=Vlong/2= 381 lb ofrackNme
F1= 19lb
0 0
F2= 141 lb � ``' `' � 0 Typical Frame made
F3= 243 lb [[';''�' `/ - two columns
-- — —
'' TopV
ro f �ew V w
_Seismic Story Moments Conceptual System
COL
Mbase-max= 0 in -lb <=== Defauitcapacity hi-eff= hi - beam clip height/2
Mbase-v= (Vcol*hieff)/2 = 6 in
= 1,143 In -lb <__= Moment going to base Vcol
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 0 in -lb PINNED BASE ASSUMED
M 1-1= [Vcol * hleff]-Mbase-eff M 2-2= [Vcol-(Fi)/2] * h2
= (381 lb * 6 In)-0 in -lb = [381 lb - 70.3 Ib]*57 in/2
= 2,286 in -lb = 10,585 in -lb I
Mseis= (Mupper+Mlower)/2
Mseis(1-1)= (2286 in -lb + 10585 in-lb)/2 Mseis(2-2)= (10585 in -lb + 7228 in-lb)/2
= 6,435 in -lb = 8,906 in -lb
Beam to Column
Elevation
rho= 1.0000
i
Summary of Forces
LEVEL
hi
Axial Load
Column Moment**
Mseismic**
Mend -fixity
Mconn**
Beam Connector
1
9 in
4,520 lb
2,286 in -lb
6,435 in -lb
1,148 in -lb
5,308 in -lb
3 pin OK
2
57 in
3,390 lb
10,585 in -lb
8,906 in -lb
1,148 in -lb
7,038 in -lb
3 pin OK
3
48 in
2,260 lb
7,228 in -lb
6,087 in -lb
1,148 in -lb
5,064 in -lb
3 pin OK
4
55 in
1,130 lb
4,946 in -lb
2,473 in -lb
1,148 in -lb
2,535 in -lb
3 pin OK
Mconn= (Mseismic + Mend-fixity)*0.70*rho
Mconn-allow(3 Pin)= 17,768 in -lb
**all moments based on limit states level loading
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Column (Longitudinal Loads) Configuration: TYPE 1 SELECTIVE RACK
Section Properties
Date:
Section: Mecalux U82 3.200 in �I
Aeff = 0.842 inA2 Iy = 0.656 inA4 Kx = 1.7
Ix = 1.330 inA4 Sy = 0.454 inA3 Lx = 55.0 in
Sx = 0.821 inA3 ry = 0.883 in Ky = 1.0 0.105 in
rx = 1.256 in Fy= 55 ksi Ly = 34.0 in 2.700 in
92f= 1.67 Cmx= 0.85 Cb= 1.0
E= 29,500 ksi
CULUMN UL= 9U ID cnacal loao cases are: KMS Sec Z.1
COLUMN PL= 3,300 lb Load Case 5:: (1+0.105*5ds)D + 0.75*(1.4+0.14Sds)*8*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method
Mcol= 10,584 in -lb axial load coeff., 0.8095584 * P seismic moment coeff.• 0.5625 * Mcol
Sds= 1.0144 Load Case 6:: (1+0.14*5ds)D + (0.85+0.14Sds)*8*P + (0.7*rho*E)<= 1.0, ASD Method
1+0.105*Sds= 1.1065 axial load coeff.• 0.69441 seismic moment coeff 0.7 * Mcol
1.4+0.14Sds= 1.5420 By analysis, Load case 6 governs utilizing loads as such
1+0.14Sds= 1.1420
0.85+0.14*Sds= 0.9920 Axial Load=Pax= 1.142016*90lb + 0.992016*0.7*3300lb Moment=Mx= 0.7*rho*Mcol
B= 0.7000 = 2,394 lb = 0.7 * 10584 in -lb
rho= 1.0000 = 7,409 in -lb
Axial Analysis
KxLx/rx = 1.7*55"/1.256" KyLy/ry = 1*34"/0.883" Fe > Fy/2
= 74.4 = 38.5 Fn= Fy(1-Fy/4Fe)
= 55 ksi*[1-55 ksi/(4*52.5 ksi)]
Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksi = 40.6 ksi
= 52.5ksi Pa= Pn/SQc
Pn= Aeff*Fn Qc= 1.92 = 34190 Ib/1.92
= 34,190lb = 17,807lb
P/Pa= 0.13 < 0.15
Bending Analysis
Check: P/Pa + Mx/Max 5 1.0
Pno= Ae*Fy
= 0.842 inA2 *55000 psi
= 46,310 lb
Max= My/Of
= 45155 in-Ib/1.67
= 27,039 in -lb
px= {1/[1-(Qc*P/Pcr)])A-1
_ f l/[i-(1.92*2394 lb/44295 Ib)]}^-1
= 0.90
Combined Stresses
Pao= Pno/Qc Myield=My= Sx*Fy
46310lb/1.92 = 0.821 inA3 * 55000 psi
= 24,120 lb = 45,155 in -lb
Pcr= nA2EI/(KL)max^2
= n^2*29500 ksi/(1.7*55 in)^2
= 44,295 lb
(2394 Ib/17807 Ib) + (7409 in-Ib/27039 in -lb) = 0.37 < 1.0, OK (EQ C5-3)
**For comparison, total column stress computed for load case 5 ls: 35. 0% zing loads 2771,1288 lb Axial and M= 5556 In -lb
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BEAM Configuration: TYPE 1 SELECTIVE RACK
A) Check compression flange for local bucklino (B2.1
w= c - 2*t -2*r
= 1.5 in - 2*0.067 in - 2*0.067 in
= 1.232 in
w/t= 18.39
I=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5
= [1.052/(4)^0.5] * 18.39 * (55/29500)^0.5
= 0.418 < 0.673, Flange is fully effective
B) check web for local buckling per section b2 3
fl(comp)= Fy*(y3/y2)= 49.58 ksi
f2(tension)= Fy*(yl/y2)= 101.35 ksl
Y= f2/f1 Eq. B2.3-5
= -2.044
k= 4 + 2*(1-Y)^3 + 2*(1-Y) Eq. B2.3-4
= 66.50
flat depth=w= yl+y3
= 3.732 in w/t= 55.70149254
1=lambda= [1.052/(k)^0.5] * (w/t) * (f1/E)A0.5
= [1.052/(66.5)^0.5] * 3.732 * (49.58/29500)^0.5
= 0.295 < 0.673
be=w= 3.732 in b2= be/2
bl= be(3-Y) = 1.87 in
= 0.74
bl+b2= 2.610 in > 1.226 in, Web is fully effective
Determine effect of cold working on steel yield point (E)La) per section A7 2
Fya= C*Fyc + (I-C)*Fy (EQ A7.2-1)
Lcorner=Lc= (p/2) * (r + t/2)
0.158 in C= 2*Lc/(Lf+2*Lc)
Lflange-top=Lf= 1.232 in = 0.204 in
m= 0.192*(Fu/Fy) - 0.068 (EQ A7.2-4)
= 0.1590
Bc= 3.69*(Fu/Fy) - 0.819*(Fu/Fy)^2 - 1.79
= 1.427
since fu/Fv= 1.18 < 1.2
and r/t= 1 < 7 OK
then Fyc= Bc * Fy/(R/t)^m (EQ A7.2-2)
= 78.485 ksi
Thus, Fya-top= 59.79 ksi (tension stress at top)
Fya-bottom= Fya*Ycg/(depth -Ycg)
= 116.07 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lflange-bot=Lfb= Lbottom - 2*r*-2*t
= 2.232 in
Cbottom=Cb= 2*Lc/(Lfb+2*Lc)
= 0.124
Fy-bottom=Fyb= Cb*Fyc + (I-Cb)*Fyf
= 57.91 ksi
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 29.83 ksi
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2.50 in
r1-50 in
1.625 in
Eq. 62.1-4
4.000 in
Eq. B2.1-1
OK
Eq B2.3-2
depth
(EQ A7.2-3)
if F= 0.95 Then F*Mn=F*Fya*Sx= 21.65 1n-k
1
Beam=
67 in
Ix= 1.629 in^4
Sx= 0.764 in^3
Ycg= 2.640 in
t= 0.067 in
Bend Radius=r= 0.067 In
Fy=Fyv= 55.00 ksl
Fu=Fuv= 65.00 ksi
E= 29500 ksl
top Flange=b= 1.500 in
bottom flange= 2.500 in
Web depth= 4.( nn c„
Fy _
fi(come)
Bien)
yl= Ycg-t-r= 2.506 in
y2= depth-Ycg= 1.360 in
y3= y2-t-r= 1.226 in
g -1
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BEAM
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ration: TYPE 1 SELECTIVE RACK
Beam= Meca ux U1017 4" x 2.5" x 15 ga
Ix=Ib= 1.629 inA4 2.50 in
Sx= 0.764 inA3
t= 0.067 in E= 29500 ksi 1.50 in
Fy=Fyv= 55 ksi F= 150.0
Fu=Fuv= 65 ksi L= 96 in
Fya= 59.8 ksi Beam Level= 2
P=Product Load= 2,200 lb/pair
D=Dead Load= 60 lb/pair
1. Check Bending Stress Allowable Loads
Mcenter=F*Mn= W*L*W*Rm/8
W=LRFD Load Factor= 1.2*D + 1.4*P+1.4*(0.125)*P RM12.2, item 8
FOR DL=2% of PL,
Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)]
1 - (2*150*96 in)/[(6*29500 ksi*1.629 inA3)+(3*150*96 in)]
= 0.913
if F= 0.95
Then F*Mn=F*Fya*Sx= 43.40 In-k
Thus, allowable load
per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W)
= 43.4 in-k * 8 * 2/(96in * 0.913 * 1.599)
= 4,955 lb/pair allowable loadbased on bending stress
Mend= W*L*(1-Rm)/8
_ (4955 lb/2) * 96 in * (1-0.913)/8
= 2,587 in -lb @ 4955 lb max allowable load
= 1,148 in -lb @ 2200 lb imposed product load
2. Check Deflection Stress Allowable Loads
4.000 in
1.625 in
0.067 in
------------------
Rrodact
. . . . . . ....
Beam
Length �
Dmax= Dss*Rd
Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib) Allowable Deflection= L/180
= 1- (4*150*96 in)/[(5*150*96 in)+(10*29500 ksi*1.629 in^4)] = 0.533 in
= 0.896 in Deflection at imposed Load= 0.237 in
if Dmax= L/180 Based on L1180 Deflection Criteria
and Dss= 5*W*LA3/(384*E*Ib)
L/180= 5*W*LA3*Rd/(384*E*Ib*# of beams)
solving for W yields,
W= 384*E*I*2/(180*5*LA2*Rd)
= 384*1.629 inA4*2/[180*5*(96 in)^2*0.896)
= 4,966 lb/pair allowable load based on deflection limits
Thus, based on the least capacity of item 1 and 2 above: Allowable load= 4,955 lb/pair
Imposed Product Load= 2,200 lb/pair
Beam Stress= 0.44 Beam atLevel 2
6 " 2--
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3 Pin Beam to Column Connection TYPE 1 SELECTIVE RACK Master ID:
e beam end moments s own herein snow the result ot the max1mumFn-d-u-c-edT1x—ed end monen s torm seismic + s an a co e
mandated minimum value of 1.5%(DL+PL)
Mconn max= (Mseismic + Mend-fixity)*0.70*Rho Pi J.,
= rho= 1,000.'
7,038 in-Ib Load at level 2
z„
P2
P3
Connector Type= 3 Pin
Shear Capacity of Pin
Pin Diam= 0.44 in Fy= 55,000 psi
Ashear= (0.438 in)^2 * Pi/4
= 0.1507 in^2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi * 0.15071nA2
= 3,315 Ib
Bearing Capacity of Pin
tcol= 0.105 in
Omega= 2.22
Fu= 65,000 psi
a= 2.22
Pbearing= alpha * Fu * diam. * tcol/Omega
= 2.22 * 65000 psi * 0.438 in * 0.105 in/2.22
= 2,989 Ib < 3315 Ib
Moment Capacity of Bracket
Edge Distance=E= 1.00 in Pin Spacing= 2.0 in Fy= 55,000 psi
C= P1+P2+P3 tclip= 0.18 in
= Pi+P1*(2.5"/4.5")+Pi*(0.5"/4.5")
= 1.667 * Pi
Mcap= Sclip * Fbending
=0.127in^3*0.66*Fy
= 4,610 in -lb
Pclip= Mcap/(1.667 * d)
= 4610.1 in-Ib/(1.667 * 0.5 in)
= 5,531 Ib
C*d= Mcap = 1.667
Thus, P1= 2,989.1b
Mconn-allow=[Pi*4.5"+Pi*(2.5"/4.5")*2.5"+P1*(0.511/4.5")*0.511j
= 2989 L13*[4.5"+(2.5/4.5")*2.5"+ (0.511/4.5")*0.5"j
= 17,768 in -lb > Mconn max, OK
Sclip= 0.127 in^3
d= E/2
= 0.50 in
TYPE 1 rvd Page I of 1 %.. 7/31/2025
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Transverse Brace
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uratlon: TYPE 1 SELECTIVE RACK
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1-7
Section Properties
Diagonal Member= Mclx U515 Sgl 1.97x1.38x16ga(U80) Horizontal Member= Mclx U515 Sgl 1.97x1.38x16ga(U80)
Area= 0.228 in^2 1.969 in Area= 0.228 in^2
r min= 0.446 in r min= 0.446 in 1.969 in
Fy= 50,000 psi Fy= 50,000 psi
K= 1.0 K= 1.0
Qc= 1.92 F0.0601in1.378 in
0.060 in 1.378 in
Frame Dimensions
Bottom Panel Height=H= 48.0 in Clear Depth=D-B*2= 36.6 in
Frame Depth=D= 42.0 in X Brace= NO
Column Width=B= 2.7 in rho= 1.30
0
I Load Case 6.: (1 �Q1R43'asjB BSt0.14SdsJ*B*P + 10.7*rho*EJ<= 1.0, ASD Method
Vtransverse= 1,556Ilb
Vb=Vtransv*0.7*rho= 1556 Ib * 0.7 * 1.3
= 1,416 lb
Ldiag= [(D-B*2)^2 + (H-6")^2]^1/2
= 55.7 in
Pmax= V*(Ldiag/D)
= 2,155 lb
axial load on diagonal brace member
Pn= AREA*Fn
= 0.228 in^2 * 18664 psi
= 4,250lb
Pallow= Pn/92
= 4250 lb /1.92
= 2,213 lb
Pn/Pallow= 0.97 <= 1.0 OK
Horizontal brace
Vb=Vtransv*0.7*rho= 1,416lb
Vb
(kl/r)= (k * Ldiag)/r min
= (1 x 55.7 in /0.446 in )
= 124.9 in
Fe= pi^2*E/(kl/r)^2
18,664 psi
Since Fe<Fy/2, 3�
�tYP
Fn= Fe
-- 18,664 psi s
(kl/r)= (k * Lhoriz)/r min Fe= pi^2*E/(kl/r)^2 Fy/2= 25,000 psi
= (1 x 42 in) /0.446 in = 32,811 psi
= 94.2 in
Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Pallow= Pn/S2c
= 30,952 psi = 0.228in^2*30952 psi = 7048 lb /1.92
= 7,048 lb = 3,671 lb
Pn/Pallow= 0.39 <= 1.0 OK
o —►I
Typical Panel
Ganftqura 'on
T
L
TYPE 1 rvd Pagel() of I
7/31/2025
Structural
engineering & Design Inc.
cfE�����i[+7iIlGPI��h1�[4'lFii��1G1:71IN1e>isll�le)~!JI~'�I:�iK�71��F�'Pi•'�•'�%I:�IIEZ�
By: NIHAL Project: THE DOT PRINTER
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Single Row Frame Overturning Configuration: TYPE 1 SELECTIVE RACK Date
loada�
1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp - E*rho
Vtrans=V=E=Qe= 1,556lb
DEAD LOAD PER UPRIGFIT=D= 240 lb
PRODUCT LOAD PER UPRIGHT=P= 8,800 lb
Papp=P*0.67= 5,896 lb
Wst LC1=Wst1=(0.69712*D + 0.69712*Papp*1)= 4,277 lb
Product Load Top Level, Ptop= 2,200 lb
DL/Lvl= 60 lb
Seismic Ovt based on E, E(Fi*hi)= 136,518 in -lb
hPinht//iPnth rntin= 4 n in
Sds= 1.0144
(0.9-0.2Sds)= 0.6971
(0.9-0.2Sds)= 0.6971
B= 1.0000
rho= 1.0000
Frame Depth=Df= 42.0 in
Htop-Ivl=H= 169.0 in
# Levels= 4
# Anchors/Base= 2
hn— n in
hp
1.- Df t
CTf1F FI F\/ATTr1N
A Fully Loaded Rack h=H+h 2=
169.0 in
Load case 1:
Movt= E(Fi*hi)*E*rho Mst= Wst1 * Df/2
T= (Movt-Mst)/Df
= 136,518 in -lb = 4277 lb * 42 in/2
= (136518 in -lb - 89817 in-lb)/42 in
= 89,817 in -lb
= 1,112 lb Net Uplift per Column
Net Seismic U lift* Ome a 2.0= 2,2241
B Top Level Loaded Only
Load case 1:
0 Vi=Vtop= Cs * Ip * Ptop >= 350 lb for H/D >6.0
Movt= [V1*h + V2 * H/2]*rho
= 0.2536 * 2200 lb
= 68,316 in -lb
= 374lb
T= (Movt-Mst)/Df
V1eff= 374 lb Critical Level= 4
= (68316 in -lb - 35720 in-lb)/42 in
V2=VDT= Cs*Ip*D Cs*Ip= 0.2536
= 776 lb Net Uplift per Column
= 61 lb
t
Mst= (0.69712*D + 0.69712*Ptop*1) * 42 in/2
= 35,720 in -lb
�p
°�` ' 2- % 5 2 't%'�2f
Net Seismic Uplift* Omega 2.0= i 5521b
wncnur l __ ✓ N.
Check (2) 0.5" x 2.5" Embed HILTI TZ2 anchor(s) per base plate.
Special inspection is required per ESR 4266.
TYPE 1 rvd
flv I
Page of
10/15/2025
CITY OF SANTA ANA
Planning and Building Agency
Hilti PROFIS Engineering 3.1.23
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Company:
Address:
Phone I Fax:
Design:
Fastening point:
Specifier's comments:
I
Concrete - Oct 15, 2025
Page:
Specifier:
E-Mail:
Date:
Date:
Approved
PERMIT ISSUANCE
1
10/15/2025
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (2 112) hnom3
Item number: 2210255 KB-TZ2 1/2x4 1/2
Specification text: Hilti 0 1/2 in Kwik Bolt TZ2 - CS with 3 in
nominal embedment depth per ICC-ES
ESR-4266 , Hammer drill bit installation per
MPII,
Effective embedment depth: hef,aot = 2.500 in., h om = 3.000 in.
Material: Carbon Steel
Evaluation Service Report: ESR-4266
Issued I Valid: 10/1/2024 1 12/1/2025
Proof: Design Method ACI 318-19 / Mech
Shear edge breakout verification: Row closest to edge (Case 3 only from ACI 318-19 Fig. R.17.7.2.1 b)
Stand-off installation: ee = 0.000 in. (no stand-off); t = 0.375 in.
Anchor plate : Ix x ly x t = 7.000 in. x 5.000 in. x 0.375 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete, 2500, f�= 2,500 psi; h = 5.000 in.
Installation: Hammer drilled hole, Installation condition: Dry
Reinforcement: tension: not present, shear: riot present; no supplemental splitting reinforcement present
edge reinforcement: none or < No, 4 bar
Seismic loads (cat. C, D, E, or F) 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]
0.
N
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilti AG, Schaan
12, 1
- - ! I�A�6t(' "'' l�V7lPkiLkYl>Wtllll.
Hilti PROMS Engineering 3.1.23
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Company: - - - - - - - - - Page: -
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete - Oct 15, 2025 Date:
Fastening point:
1.1 Design results
Case Description Forces [lb] / Moments [in.lb]
1 Combination 1 N = 2,376; Vx = 0; Vy = 1,575;
Mx = 0; My = 0; Mz = 0;
2 Load case/Resulting anchor forces
Anchor reactions [Ib]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force Shear force x Shear force
1 1,188 788 0 788
2 1,188 788 0 788
Max. concrete compressive strain:
Max. concrete compressive stress: - [psi]
Resulting tension force in (x/y)=(-0.000/0.000): 2,376 [lb]
Resulting compression force in (x/y)=(-/-): 0 [lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
CITY OF SANTA ANA
Planning and Building Agency
Approved
TDR-PERMIT ISSUANCE
Mas-t-eHD:
Date: 2
Seismic Max. Util. Anchor
yes 65
y
111
-._ ♦x
Tension
2
Load Naa [lb] Capacity � No Vb] Utilization ON = N..-/# N_ S
uEvvl ouciiyui- 1,188
Pullout Strength* N/A
Concrete Breakout Failure** 2,376
* highest loaded anchor **anchor group (anchors in tension)
Input data and results must be checked for conformity with the existing conditions and for plausibililyl
PROFIS Engineering (c) 2003-2025 Hilti AG, FL-9494 Schaan HIM is a registered Trademark of HIM AG, Schaan
11, 3
8,433 15 OK
N/A N/A N/A
3,675 65 OK
2
CITY OF SANTA ANA
Planning and Building Agency
P® PII _1NI---MI _.
Hilti PROMS Engineering 3.1.23
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Design: Concrete - Oct 15, 2025
Date:
Fastening point:
3.1 Steel Strength
Nsn = ESR value refer to [CC -ES ESR-4266
fi Nsa > Nun ACI 318-19 Table 17.5.2
Variables
Asa,N Iin. 2 ] fut. [psi]
0.10 114,004
Calculations
Nsa [lb]
11,244
Results
_ Nsa [lb] 4 steel Nsa [lb]
Noe [li?]
11,244 0.750 8,433
_
1,188
3.2 Concrete Breakout Failure
Ncb9 QN. ) ll/ ec,N llred,N yo,N �Ifcp,N Nb
WD
ACI 318-19 Eq. (17.6.2.1b)
� Ncbg >_ Nun
ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
2
ANco = 9 her
ACI 318-19 Eq. (17.6.2.1.4)
1
W ec,N = 1 + 2 eN < 1,0
ACI 318-19 Eq. (17,6.2.3.1)
\ 3 het
'I' ed,N = 0.7 + 0.3 (f 5„a) < 1.0
ACI 318-19 Eq. (17.6.2.4.1 b)
of
tlr cp,N = MAX (cc1mm chef) < 1,0
ACI 318-19 Eq, (17.6.2.6.1 b)
���(aan ac
1.
Nb = kc %n Vlo hef5
ACI 318-19 Eq. (17.6.2.2.1)
Variables
_ het [in.] ec9 N [in.] ec2 N [in.l
_ ca min [in.] ty c N
2.500 0.000 0.000
1.000
Date:
Approved
PERMIT ISSUANCE
cac [in,]
kc
2, n
fc [psil
6,750
21
1.000
_ _
^2,500
Calculations
A,, [in•2]
ANco fin•21
W eol,N
tlrec2,N
tlred,N
Wcp,N Nb [lb]
102.16
56.25
1.000
1.000
1.000
1.000 4,150
Results
Ncbo [lb]
concrete
seismic
�nonductlle
Ncba [lb)
Nun [lb)
7,538
0.650
0,750
1.000
3,675
2,376
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 HIM AG, FL-9494 Schaan HIM is a registered Trademark of Hilti AG, Schaan
3
) I, V 3
Big
Hllti PROMS Engineering 3.1.23
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Company:
Address:
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Design:
Fastening point:
4 Shear load
I
Concrete - Oct 15, 2025
Page:
Specifier:
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Date:
CITY OF SANTA ANA
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Approved
FOR PERMIT ISSUANCE
Date: 4
Load Vua [lb] Capacity + Vn [lb] Utilization (tv = Vua/f Vn Status
Steel Strength*
788
Steel failure (with lever arm)*
N/A
Pryout Strength**
1,575
Concrete edge failure in
direction ** N/A
*highest loaded anchor
**anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value
refer to [CC -ES ESR-4266
� Vsteel >- Vua
ACI 318-19 Table 17.5.2
Variables
Asey [In?1
futa [PSI) ay,sels
0.10
114,004 1.000
Calculations
Vsa,eq [lb]
6,878
Results
Vsa,ea [lb]
steel Vsa eq [lb] Vua [lb]
6,878
0.650 4,471 788
4,471
18
OK
N/A
N/A
N/A
10,553
15
OK
N/A
N/A
N/A
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2025 HIM AG, FL-9494 Schaan HIM is a registered Trademark of HIM AG, Schaan
H's 4
CITY OF SANTA ANA
Planning and Building Agency
Flilti PROFIS Engineering 3.1.23
www.hiitl.com
Company: — — — — — — —
Address:
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E-Mail:
Date:
Fastening point:
4.2 Pryout Strength
Vcpg - kcp C\Apcp/ tVec,N tlfed,N tVc,N Wop,N Nb
ACI 318-19 Eq. (17.7.3.1b)
VON z V e
ACI 318-19 Table 17.5.2
ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2,1(b)
2
ANcO = 9 hot
ACI 318-19 Eq. (17,6.2.1.4)
yr ec,N ' ` 1 + eN < 1.0
iher
ACI 318-19 Eq. (17.6.2.3.1)
1
tIJ ed,N = 0.7 + 0.3 \1 5her n / < 1'0
ACI 318-19 Eq. (17.6.2.4.1b)
W cp,N = MAX(c , 1 Sher) 5 1.0
ACI 318-19 Eq.
oe f
(17.6.2.6.1b)
�m�ac
Nb — kc ka Vfc hetfi
ACI 318-19 Eq. (17.6.2.2.1)
Variables
kop her [in.] ec1 N [in.]
e,2 N [in.] min [in.]
2 2,500 0.000
0.000 M
tp c,N coo [in.] ko
a fc [psi]
1,000 6.750 21
1.000 2,500
Date:
Approved
PERMIT ISSUANCE
Calculations
z A 2
AN, [in. ] "Noe [in• ] W eci.N Vf ec2,N lved,N tlrcp,N Nb [lb]
102.16 56.25 1.000 1.000 1.000 1.000 4,150
Results
Voya [lb]
+ concrete
+seismic
�nonduetlle
+ V [lb] Vua fib]
15,076
0.700
1.000
1,000
10,653 1,575
5 Combined tension and shear loads,
per ACI 318-19 section 17.8
RN
PV
Utilization pN v [%]
Status
0.647
0.176
5/3
54
OK
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c) 2003-2025 Hlltt AG, FL-9494 Schaan Hild is a registered Trademark of HIM AG, Schaan
61
I1° 6 5
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Hilti PROFIS Engineering 3.1.23
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Est
— _— Page:
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Specifier: Date:
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E-Mall:
Design: Concrete - Oct 15, 2025
Date:
Fastening point;
6 Warnings
Approved
PERMIT ISSUANCE
• The anchor design methods In PROMS Engineering require rigid anchor plates per current regulations (EN1992-4, AS5216, 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 FEM 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!
• The equations presented in this report are based on imperial units. When inputs are displayed in metric units, the user should be aware that the
equations remain in their imperial format.
• 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 manufacturers product literature for cleaning and installation instructions,
• For additional information about ACI 318 strength design provisions, please go to
hftps:Uviewer.joomag:com/profis-design-guide-us-en-sum mer-2021 /0841849001625154758?short&/
• "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 17.10.6.3 (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 / shear that can be transmitted to the
anchors by a non -yielding attachment. Section 17.10.53 (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, with E increased
by wQ.
• Hilti post -installed anchors shall be installed in accordance with the Hilt! 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 plausibilityl
PROMS Engineering ( c) 2003-2025 Hilt] AG, FL-9494 Schaan HIM is a registered Trademark of Hilt! AG, Schaan
I, T
CITY OF SANTA ANA
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1WIf IIfW
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Company:
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Fastening point:
7 Installation data
I
Concrete - Oct 15, 2025
Profile: no profile
Hole diameter in the fixture: df = 0,562 in.
Plate thickness (input): 0.375 in.
Recommended plate thickness: not calculated
Drilling method: Hammer drilled
Cleaning: Manual cleaning of the drilled hole according to instructions for use is
required.
Page:
Specifier:
E-Mall:
Date:
Date:
Approved
PERMIT ISSUANCE
Anchor type and diameter: Kwik Bolt TZ2 - CS 112 (2 1/2)
hnom3
Item number: 2210255 KB-TZ2 1/2x4 1/2
Maximum installation torque: 602 in.ib
Hole diameter in the base material: 0.500 in.
Hole depth in the base material: 3.250 in.
Minimum thickness of the base material: 5.000 in.
Hilt! 0 112 in Kwik Bolt TZ2 - CS with 3 in nominal embedment depth per ICC-ES ESR-4266 , Hammer drill bit installation per MPII
7.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool
• Properly sized drill bit • Torque wrench
• Hammer
K
Coordinates Anchor [in.]
Anchor x y c_x c,x c_y c+
1 -2.561 1.576
2 2.561 -1,576 -
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering (c) 2003-2025 Hilti AG, FL-9494 Schoen Hill! is a registered Trademark of HIM AG, Schaan
7
CITY OF SANTA ANA
Planning and Building Agency
u�
Hilt! PROMS Engineering 3.1.23
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PERMIT ISSUANCE
Company: Page: 1. — .
8
Address: Specifier: Date:
Phone I Fax: ( E-Mail:
Design: Concrete - Oct 15, 2025 Date: 5
Fastening point:
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 Hilti'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 Hilti 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 Hilti on a regular basis. If you do not use
the AutoUpdate 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 Hilti 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 for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c) 2003-2025 Hilli AG, FL-9494 Schaan HIM is a registered Trademark of HIM AG, Schaan
i1.7
Structural
Engineering & Design Inc.
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
By: NIHAL Project: THE DOT PRINTER Proiect #: 25-0421-7
Base Plate Configuration: TYPE 1 SELECTIVE RACK Date:
Section
Baseplate= 7x5x0.375
Eff Width=W = 7.00 in a = 2.50 in Mb
Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 5.00 in
Column Width=b = 3.20 in N=# Anchor/Base= 2 ( I b I* -Column Depth=dc = 2.70 in Fy = 36,000 psi a
L= 1.90 in w
Plate Thickness=t = 0.375 In Downaisle Elevation
Down Aisle Loads Load Case 5.• : O+a105*5ds)D + 075*[(1 4+0145ds)*B*P + 075*f07*rho*E7<= 1.0, ASD Method
COLUMN DL= 120 Ib Axial=P= 1.106512 * 120 lb + 0.75 * (1.542016 * 0.7 * 4400 lb)
COLUMN PL= 4,400lb = 3,695 lb
Base Moment= 0 in -lb Mb= Base Mompnt*0.75*0.7*rho
1+0.105*Sds= 1.1065 = 0 in -lb * 0.75*0.7*rho
1.4+0.14Sds= 1.5420 = 0 in -lb EM
B= b,700t)" Axial Load P = 3,695 lb Mbase=Mb = 0 in -lb Effe
Axial stress=fa = P/A = P/(D*W) M1= wL^2/2= fa*L^2/2
= 106 psi = 191 in -lb
Moment Stress=fb = M/S = 6*Mb/[(D*B^21 Moment Stress=fb2 = 2 * fb * L/W
= 0.0 ps1 = 0.0 psi
Moment Stress=fbl = fb-fb2 M2= fbl*L^2)/2
= 0.0 psi
= 0 in -lb
M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L^2
Mtotal = M1+M2+M3
= 0 in -lb
= 191 in-lb/in
S-plate = (1)(t^2)/6
Fb = 0.75*Fy
= 0.023 in^3/in
= 27,000 psi
fb/Fb = Mtotal/[(S-plate)(Fb)]
F'p= 0.7*F'c
= 0.30 OK
= 1,750 psi
Tanchor =(Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
Tallow= 1,961 lb
= -2,139 Ib No Tension
Dads Cdtkatloadcase RMlSec Z.l, ltent$o*aiisds)DL+(Y+0.145DS)PL"0.75+EL*0.751=1.0, ASDMethod
Pstatic= 3,695 lb
Movt*0.75*0.7*rho= 71,672 in -lb Pseismic= Movt/Frame Depth
Frame Depth= 42.0 in = 1,706 lb
P=Pstatic+Pseismic= 5,401 lb
b =Column Depth= 2.70 in
L =Base Plate Depth -Col Depth= 1.90 in
fa = P/A = P/(D*W)
= 154 psi
Sbase/in = (1)(t^2)/6
= 0.023 in^3/in
fb/Fb = M/[(S-plate)(Fb)]
0.44 OK
M= wL^2/2= fa*L^2/2
= 279 in-lb/in
Fbase = 0.75*Fy
= 27,000 psi
OK
OK
)aa on 13aseplate
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
f the column and a net uplift force exists, the minimum base plate thickness
hall be determined based on a design bending moment in the plate equal
to the uplift force on one anchor times 1/2 the distance from
he centerllne of the anchor to the nearest edge of the rack column"
T
Ta
Mu a
I— I bl ..I
Elevation
Uplift per Column= 2,224 lb
Qty Anchor per BP= 2
Net Tension per anchor=Ta= 1,112 lb
c= 1.90 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
= 1,056 in -lb
Splate= 0.117 in^3
TYPE 1 rvd Page 19 of 1 T 7/31/2025
Structural
Engineering & Design Inc.
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
By: NIHAL Project: THE DOT PRINTER I WWadA-2D)0421_7
Slab on Grade
SLAB ELEVATION
Base Plate
Configuration: TYPE 1 SELECTIVE RACK
Date:
Concrete
fc= 2,500 psi
tslab=t= 5.0 in
tell= 5.0 in
phi�, 0= 0:i5
Soil
fsoil= 500 psf
Movt= 136,518 in -lb
Frame depth= 42.0 in
Sds= 1.014
0.2*Sds= 0.203
Effec. Baseplate w1dth=8= 7.00 in width=a= 3.20 in , m 0600
Effec, Baseplate Depth=D= 5.00 in depth=b= 2.70 in 13=8/1)= 1.400
midway dist face of column to edge of plate=c= 5.10 in F'cA0.5= 50.00 psi
_Column Loads midway dist face of column to edge of plate=e= 3.85 in
DEAD LOAD=D= 120 Ib per column Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5
unfactoredASDload = 1.40288 * 120 lb + 1.40288 * 0.7 * 4400 lb + 1 * 3250 lb
PRODUCT LOAD=P= 4,400 lb per column
unfactored ASD load
Papp= 2,948 lb per column
P-seismic=E= (Movt%Frame depth)
= 3,250 lb per column
unfactored Llmlt State load
B= 0.600
rho= i'DO ffl
Sds= 1.0144
1.2 + 0.2*Sds= 1.4029
0. 9 - 0.20Sds= 0.6971
Puncture
= 7,739 lb
Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7
= 0.69712 * 120 1b + 0.69712 * 0.7 * 2948 lb + 1 * 3250 lb
= 4,772 lb
Load Case 3) 1.2*D + 1.4*P RMI SEC 2.2 EQTN 1,2
= 1.2*120 lb + 1.4*4400 Ib
= 6,304 lb
Load Case 4) 1.2*D + 1.0*P + 1.0E ACI 318-14 Sec 5.3.1
= 7,794 lb
Effective Column Load=Pu= 7,794 lb per column
Apunct= [(c+t)+(e+t)]*2*t
= 189.50 inA2
Fpunctl= [(4/3 + 8/(3*p)] * X *(F'CA0.5) fv/Fv= Pu/(Apunct*Fpunct)
= 97.1 psi = 0.515 < 1 OK
Fpunctl= 2.66 * X * (F'CA0.5)
= 79.8 psi
Fpunct eff= 79.8 psi
Slab Bending
Pse=DL+PL+E= 7,794 lb
Asoil= (Pse*144)/(fsoll)
L= (Asoil)A0.5
y= (c*e)A0.5 + 2*t
= 2,245 inA2
= 47.38 in
= 14.4 in
x= (L-y)/2
M= w*xA2/2
S-slab= 1*teffA2/6
= 16.5 in
= (fsoil*xA2)/(144*2)
= 4.17 inA3
Fb= 5*(phi)*(fC)A0.5
= 471.2 in -lb
fb/Fb= M/(S-slab*Fb)
= 150. psi
= 0.754 < i, OK
Eqtn 5.3.1e
TYPE 1 rvd Page I � of f ? 10/15/2025
Structural
Engineering & Design Inc.
NIHAL
Configuration &
Ave La Verne, CA 91 15U I el'
Project: THE DOT PRINTER
TYPE 2 SELECTIVE RACK
24"
— -
55"
``II
2
24"
169" 48
169'
24"
66"
34"
,�— 9611 —�
.�— 42"
.IL
42"
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
1-7
Date:
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 90lb
AXIAL LL= 4,500 lb
SEISMICAXIAL Ps=+/- 3,352 lb
SASEMOMENT= 5,000 in -lb
Seismic Criteria
# Bm Lvls
Frame Depth
I Prame HeIghtl
# Diagonals
Beam Length
Frame Type
Ss=1.268, Fa=1.2
3
1 42 in
1 169.0 in
1 6
96 in
Component
Description
STRESS
Column
F =55 ksi
Mecalux U82
P=4590 lb, M=19287 in -lb
0,73-OK
Column & Backer
None
None
None
N/A
Beam
F =55 ksi
Mecalux U1017 4" x 2.5" x 15 ga
Lu=96 in I Capacity: 4955 Ib/pr
0.61-OK
Beam Connector
F =55 ksi
Lvl 1: 3 pin OK I Mconn=10472 In -lb I Mcap=17768 in -lb
0.59-OK
Brace -Horizontal
Fy=50 ksi
Mcix U515 Sgl 1.97x1.38x16ga(U80)
0.39-OK
Brace -Diagonal
Fy=50 ksi
Mclx U515 Sgl 1.97x1.38x16ga(U80)
0.99-OK
Base Plate
Fy=36 ksi
7x5x0.375 I Fixity= 5000 in -lb
0.46-01K
Anchor
2 per Base
0.5" x 2.5" Embed HILTI TZ2 ESR 4266 Inspection Reqd (Net Seismic Uplift=2376 lb)
0.633-OK
Slab & Soil
5" thk x 2500 psi slab on grade. 500 psf Soil Bearing Pressure
0.78-OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 3,000 lb 66.0 In 34.0 in 298 Ib 146 lb 4,590 lb 19,287 11# 10,472 1'# 3 pin OK
J,VVV'IU -IV.V III
3 3,000 lb 55.0 in
L`f.0 III 010 lu
24.0 in 763 lb
24.0 in
24.0 in
24.0 In
ZDZ ID 3,UbU ID i,5U2 "# 5,519 "# 3 pin OK
373 lb 1,530 lb 5,134 11# 2,893 11# 3 pin OK
— Loacl uettnetl as product weight per pair of beams Total: 1,575 lb 771 lb
Notes
4 pin @ level 1
TYPE 2 rvd Page N of if 10/15/2025
Structural
Engineering & Design Inc.
By: NIHAL
Ave La Verne CA 91750 "
Project: THE DOT PRINTER
uration & Summary: TYPE 3 SELECTIVE RACK
48"
24"
24
216"
54"
216"
30"
30"
\
��
94"
34"
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
5T0421-7
Date:
TRACK COLUMN REACTIONS
ASD LOADS
AXIAL DL = 90 lb
AXIAL L L = 2,700lb
SEISMIC AXIAL Ps= 4/- 2,482 lb
BASE MOMENT= 5, 0001n-lb
+- 96" 1- +— 42" —+ ,�- 42" —+
Seismic Criteria # Bm Lvls Frame Depth Frame Height �Diago�nalss �Bea�my Length Frame Type
C i ` 68 C if z _ _
— `�� ' Q-1 I I 42 in I 216 0 in I6 in —I
Component
Description
STRESS
COILImn
Fy=55 ksi Mecalux U82 P=2790 Ib, M=13928 in -lb
0.65-OK
Column & Backer
None None None
N/A
Beam
Fy=55 ksi Mecalux U817 3.125" x 2.5" x 1.5 ga Lu=96 in Capacity: 2919 Ib/pr
0.61-OK
Beam Connector
Fy=55 ksi LA 1: 3 pin 01< I onn=7499 in -lb Mcap=17768 in -lb
0.42-OK
Brace -Horizontal
Fy=50 ksi Mclx U515 Sgl 1.97x1.38x16ga(U80)
0.24-OK
Brace -Diagonal
Fy=50 ksi Mclx U515 5gl 1.97x1.38x16ga(U80)
0.97-OK
Base Plate
Fy=36 ksi 7x5x0.375 Fixity= 5000 in -lb
0.34-OK
Anchor
2 per Base 0.5" x 2.5" Embed HILTI TZ2 ESR 4266 Inspection Reqd (Net Seismic Uplift=2318 lb)
0.575-OK
Slab & Soil
5" thk x 2500 psi slab on grade. 500 psf Soil Bearing Pressure
Level Load**
Story Force Story Force Column Column Conn.
0.42-OK
Beam
Per Level
Beam Sp cg Brace Transv Longit. Axial Moment Moment
I
Connector
1 1.,800 lb
7 1 Qnn Ih
94.0 in 34.0 in 207 lb 89 lb 2,790 lb 13,928 "# 7,499 "#
rn n
3 pin OK
3 1,800 lb 48.0 in
30.0 in 431 lb
30.0 in
30.0 in
24.0 in
24.0 in
1I U L,00u iu f"flu "V J,4U6 "# 3 pin OK
186 lb 930 lb 2,233 "# 1,862 "# 3 pin OK
k* Load defined as product weight per pair of beams Total: 963 lb 416 lb
Notes
TYPE 3 rvd Page IS of 10/15/2025
Structural
Engineering & Design Inc.
R:IMMIliCIRLN!M- R. ; .
Project:By: NIHAL
Configuration & Summary: TYPE 4 SELECTIVE RACK
46"
20"
20"
216" 20"
20"
16"
8,.
�
24"
r
/
24"
30"
/
\
216"
30"
I
/
30"
301,
34"
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Date:
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 210lb
AXIAL LL= 2,450lb
SEISMICAXIAL Ps=+/- 1,5561b
BASE MOMENT= 5, 000 in -lb
96" -- J— 42" 4 +- 42" 4'
Seismic Criteria # Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type
Ss=1.268, Fa=1.2 7 42 In 216.0 in 7 96 in
Component
Description
STRESS
Column
F =55 ksi
Mecalux U82
P=2280 lb, M=1593 in -IF
0.11-OK
Column & Backer
None
None
None
N/A
Beam
F =55 ksi
Mecalux U817 3.125" x 2.5" x 15 ga
I Lu=96 in
Capacity: 2949 Ib/pr
0.24-OK
Beam Connector
Fy=55 ksi
Lvl 2: 3 pin OK I Mconn=1640 in -lb
Mcap=17768 in -lb
0.09-OK
Brace -Horizontal
Fy=50 ksi
Mclx U515 Sgl 1.97x1.38x16ga(U80)
0.23-OK
Brace -Diagonal
Fy=50 ksi
Mclx U515 Sgl 1.97x1,38x16ga(U80)
0.94-OK
Base Plate
Fy=36 ksi
7x5x0.375 I Fixity= 506 in -lb
0.33-OK
Anchor
2 per Base
0.5" x 2.5" Embed HILTI TZ2 ESR 4266 Inspection Reqd (Net Seismic Uplift=532 lb)
0.192-OK
Slab & Soil
5" thk x 2500 psi slab on grade. 500 psf Soil Bearing Pressure
0.29-OK
Level
Load**
Per Level
Beam Spcg
Brace
I Story Force
Transv j
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 700 lb 8.0 in 34.0 in 16 lb 7 lb 2,660 lb 507 "# 1,155 "# 3 pin OK
ivv w
iv.v [it
au.v m
It/ w
LD ID
L,Ltiu ID
1,Sy3 ••#
1,b40 "#
3 pin OK
3 700 lb
20.0 in
30.0 in
86 lb
37 lb
1,900 lb
1,890 "#
1,678 "#
3 pin OK
4 700 Ib
20.0 in
30.0 in
126 lb
54 lb
1,520 lb
1,703 "#
1,518 "#
3 pin OK
5 700 lb
20.0 in
30.0 in
165 lb
71 lb
1,140 lb
1,432 "#
1,299 "#
3 pin OK
6 700 lb
20.0 in
24.0 in
204 lb
88 lb
760 lb
1,076 "#
1,309 "#
3 pin OK
7 700 lb
46.0 In
24.0 in
295 lb
127 lb
380 lb
1,462 "#
932 "#
3 pin OK
** Load defined as product weight per pair of beams Total: 939 lb 405 lb
Notes
TYPE 4 rvd Page' I of 1 10/15/2025
Structural
Engineering & Design Inc.
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
y y•o 9 96.7136
By: NIHAL Project: THE DOT PRINTER oject #: 0421-7
Configuration & Summary: TYPE 5 SELECTIVE RACK Date:
� **RACKCOLI REACTIONS
56" 2 /�
ASD LOADS
f
24" AXIAL DL= 120lb
I—
/ \ AXIAL LL= 2,600 lb
30" SEISMIC AXIAL Ps=-r-/- 2,091 lb
216" 56 � / BASE MOMENT= 0 In -lb
I 216" 30„ \
96" —�
Seismic Criteria # Bm Lvls Frame D
Ss=1.268, Fa=1.2 4 1 42 in
AIL 42" 4 J— 42" 4
Frame Height # Diagonals Beam Le
216.0 in 7 �— 96 in
Frame
-- �� -
Column
FyNon ksi
uescription
Mecalux U82 P=2040 lb, M=5587 in-Ib
STRESS
Column &Backer
Non e
None
0.21-OK
Beam
Fy=55 ksi
None
Mecalux U817 3.125" x 2.5" x 15 ga I in Capacity: 2949 Ib/pr
N/A
0.44-OK
Beam Connector
Fy=55 ksi
1 2: 3 pin OK Mconn=4344 in -lb Mcap=17768 in -lb
0.24-01(
Brace -Horizontal
Fy=50 ksi
I U515 Sgl 1.97x1.38xl6ga(U80)
Brace -Diagonal
F -50 ksi
Y-
Mclx U515 Sgl 1.97x1.38x16ga(U80)
0.23-OK
Base Plate
Fy=36 ksi
7x5x0.375 Fixity= 0 in-Ib
0.95-0K
0.27-OK
Anchor
2 per Base
0.5" x 2.5" Embed HILTI TZ2 ESR 4266 Inspection Reqd (Net Seismic Uplift=1588 lb)
0.417-1
Slab & Soil
5" thk x 2500 psi slab on grade. 500 psf Soil Bearing Pressure
Level Load**
JPerLevellBeam
Story Force Story Force Column Column Conn.
0.36 OK
Beam
Spcg
Brace Transv Longit. Axial Moment Moment
Connector
1 1,300 lb
2
8.0 in
34.0 in 21 lb 9 lb 2,720 lb 1,020 "# 3,093 "#
3 pin OK
1,300 lb
56.0 in
30.0 in 164 lb 71 lb 2,040 lb 5,587 "# 4,344 "#
3 pin OK
3 1,300 lb
56.0 in
30.0 in 308 lb 133 lb 1,360 lb 4,593 "# 3,344 "#
3 pin OK
4 1,300 lb
56.0 in
30.0 in 452 lb 195 lb 680 lb 2,731 "# 1,736 "#
3 pin OK
30.0 in
24.0 in
24.0 in
** Load defined as product weight per pair of beams Total: 944 lb 408 lb
TYPE 5 rvd Page /:� of ) r 10/15/2025
Structural
Engineering & Design Inc.
By: NIHAL
Ave La Verne CA 1750
Project: THE DOT PRINTER
Configuration & Summary: TYPE 6 SELECTIVE RACK
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
lxe6tA: W-r)-.0421-7 I
Date:
**RACK CQL MV REACTIONS_
ASO LOADS
AXIAL DL= 60lb
AXIAL LL= 2,500lb
SEISMIC AXIAL Ps= t/- 2,223 lb
BASE MOMENT= 0 in -lb
42" 4 ,I`- 42" 4
Seismic Criteria # Bm Lvls Frarne Depth Frame Height # Diagonals Beam Length Frame Type
Ss=1.268, Fa=1.2 2 42 In 216.0 in 1 7 I 96 in
Component
__� Description
STRESS
Column
Fy=55 ksi
Mecalux 882
P=2560 Ib, M=23579 in -lb
0.69-OK
Column & Backer
None
_ None
None
N/A
Beam
Beam Connector
Fy=55 I<si
Fy=55 ksi
Mecalux U817 3.125" x 2.5" x 15 ga Lu=96 in
LA 2: 3 pin O
:::K:__T Mconn=601.0 in -lb
Capacity: 2949 Ib/pr
Mcap=17768 in -lb
0.85-OK
0.34 OK
Brace -Horizontal
Fy=50 ksi
Mclx U515 Sgl 1.97x1.38x16ga(U80)
0.22-OK
Brace -Diagonal
Fy=50 ksi
Mclx U515 Sgl 1.97x1.38x16ga(U80)
0.88-OK
Base Plate
Fy=36 ksi
7x5x0.375 Fixity= 0 in -lb
0.27-OK
Anchor
Slab & Soil
2 per Base 0.5" x 2.5" Embed HILTI TZ2 ESR 4266 Inspection Reqd (Net Seismic Uplift=2112 lb)
5" thk x 2500 psi slab on grade. 500 psf Soil Bearing Pressure
0.5-OK
0.44-OK
Level
Load**
Per Level
Beam Spcg
Brace
Story Force
I Transv
Story Force
Longit.
Column
Axial
Column
Moment
Conn.
Moment
Beam
Connector
1 2,500 ib 76.0 in 34.0 in 253 lb 186 lb 2,560 lb 23,579 "# 14,262 "# 3 pin OK
lu l,Zrw ID iz,ubu # 6,010 "# 3 pin OK
30.0 in
30.0 in
30.0 in
24.0 in
24.0 in
** Load defined as product weight per pair of beams Total: 880 Ih F,4r,, Ih
Notes
TYPE 6 rvd Page I tof I r 10/15/2025
CITY OF SANTA ANA
Planning and Building Agency
Cal w ttt l 01,a € €�
§fig 333333 �s e�� s� �oQHIM
a
a a�
i
f
8
9NMINIJN ,II 9z
a3lNlad 10a 3Hl
I
r
0
—i nr ved
-ISSUANCE
I
0
0
YES NO
INSTRUCTIONS:
ORAN GE COUNTY FI RE AUTHORI TY
Plan Submittal Criteria
COMMERCIAL projects, MULTIFAMILY RESIDENTIAL projects
and RESIDENTIAL TRACT developments
· Fill in the project/business address and provide a brief description of the scope of work and type of business operation that will take place.
· Answer questions 1 through 10, read and initial items 11 and 12, then complete and sign the certification section.
· If you answer: - “YES” to any part of questions 1 through 10, submit the type of plan indicated in italics to OCFA.
· In some cases, other plan types not indicated herein may also be necessary depending on specific conditions or operations.
· Visit www.ocfa.org for submittal information and locations. If you need assistance in filling out this form or have questions regarding
requirements for review, please contact OCFA at 714-573-6108 or visit us at 1 Fire Authority Road, Irvine, CA 92602.
Address Suite City
Project Scope/Business Description
1. Construction of a new building, a new story, or increase the footprint of an existing building? Changes to roadways,
curbs, or drive aisles? Addition, relocation, or modification of fire hydrants or fences/gates? Construction within
300 feet of an active or proposed oil well? Fire Master Plan (PR145)
2. Property is adjacent to a wildland area or non-irrigated native vegetation?
Fire Master Plan (PR145); a Fuel Modification Plan may also be required. (PR120, PR124)
3. Located in or < 100’ from a Division of Oil, Gas, and Geothermal Resources (DOGGR) field boundary, < 300’ from
an oil/gas seep, or < 1000’ from a landfill? Methane Work Plan. (PR170)
4. Installation/modification/repair of underground piping, backflow preventers, or fire department connections serving
private fire hydrant/sprinkler/standpipe systems? Underground Plan. (PR470, PR475)
5. Drinking/dining/recreation/meetings/training/religious functions or other gatherings in a room > 750 sq.ft. (> 1,000
sq.ft. for training/adulteducation) or > 49 people? Healthcare/outpatient services for > 5 people who may be unable
to immediately evacuate without assistance? Education for children (academic tutoring for ages 5+ is exempt unless
classified as an E occupancy by the Building Official)? Adult/child daycare? 24-hour care/supervision? Incarceration
or restraint? Hotel/apartment or residential facility with 3+ units and 3+ stories (3-story townhouses/rowhouses
where an independent direct exit to grade is provided for dwelling are exempt)? Congregate housing/dormitories
with 17+ people? High-rise structure (55+ feet to highest occupied floor level)? Architectural Plan (PR200-PR285)
6. Installation/modification of locks delaying or preventing occupants from leaving a space or requiring use of a card,
button, or similar action to open a door in the direction of exit travel? Architectural, Sprinkler, and/or Alarm Plan
depending on the occupancy and type of device installed (PR200-PR280, PR420-PR425, PR500-PR520)
7. Installation/modification/use of spray booths; dust collection; dry cleaning; industrial ovens/drying equipment;
industrial/commercial refrigeration systems; compressed gasses; tanks for cryogenic or flammable/combustible
liquids; vapor recovery; smoke control; battery back-up/charging systems (> 50 gal. electrolyte, > 1,000 lb. lithium
ion); welding/brazing/soldering, open flame torches, cutting/grinding; or other similar operations?
Special Equipment Plan (PR315, PR340-PR382)
8. Storage/use/research with flammable/combustible liquids or other chemicals? Motor vehicle/aircraft
maintenance/repair? Cabinetry/woodworking/finishing facility? Chem Class & floor plan (full architectural plan if
H occupancy); Special Equipment Plans may be necessary. (PR315-PR360, PR232-PR240)
9. Storage or merchandizing areas in excess of 500 sq. ft. where items are located higher than 12’ (6’ for high-hazard
commodities, plastic, rubber, foam, etc.)? High-piled Storage Plan (PR330)
10. Cooking under a Type I commercial hood; installation or modification of a fire extinguishing system located in a
commercial cooking hood? Hood & Duct Extinguishing System, not just the hood mechanical plan. (PR335)
Initial each of the following two items indicating that you have read and understand the statement:
11. *Sprinklers/Alarms: Consult Building/Fire Codes and ordinances to determine sprinkler/alarm requirements; if a system is
required, plans shall be submitted for OCFA review. Existing buildings undergoing remodel must be evaluated by a licensed
Initials contractor to determine if modification is needed; if so, contractor shall submit plans prior to making modifications.
12. Fire Hazard Severity Zone: Consult maps available at building department or on OCFA website to determine if your site is located
in a FHSZ. Buildings in a FHSZ may be subject to special construction requirements detailed in CBC Chapter 7A or CRC R327—
Initials the building department will determine specific requirements.
I certify under penalty of perjury under the laws of the State of California that the above is true:
Print Name Signature
Phone Number ( ) Date / /
Building Department: If you have verified that all of the questions have been answered accurately as “NO”, and the project does not otherwise require OCFA
review of sprinkler or alarm plans*, then you may accept this signed form as a written release that OCFA review is not required. Should you still require that the
applicant have plans approved by OCFA, please initial here or attach an OCFA referral form and have the applicant submit the form along with the
appropriate plans and fees for OCFA review. 10-08-14 EE
COM
O R A N G E C O U N T Y F I R E A U T H O R I T Y
Plan Referral Form
Required for OCFA to review plans upon the request of the Building Department when
the answers on the Plan Submittal Criteria Form (on the reverse) are all “No”.
City / County Official Requesting Review:
City / County Reference #: Date: __________________________________
City / County: _____________________________________ E-Mail: __________________________________
Contact Name: _____________________________________ Phone #: _________________________________
Title: _____________________________________
** Have the applicant complete and sign the OCFA Plan Submittal Criteria Form on the reverse of this form. **
Reason(s) for Review:
Please describe why OCFA Plan Review is or may be required by the City/County :
OCFA COMMENTS:
No further action required on this specific plan type, based
on information provided on: ____/______/______.
Project to be taken in for OCFA Review.
Other:
Name: _________________________________________
Contact #: ______________________________________ Date: _________________________________
OCFA Authorization
Updated: 06/02/2020 rs