HomeMy WebLinkAbout3100 W Segerstrom Ave - PlanSHEET NAME:
DATE:
SCALE:
DRAWN BY:
PROJECT #:
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SY884041
1
STRUCTURAL STAMP
CU
S
T
O
M
E
R
:
REV.14
SANTA FE SPRINGS, CA
9939 NORWALK BLVD,
SANTA FE SPRINGS, CA 90670
PHONE: 562.944.8067
This drawing is the property of Raymond West and is
only to be used only by the party described in the
"Customer" section and then only in connection with
its purchase or use of Raymond West products,
services or systems. Copying in part or as a whole is
prohibited. This is subject to a Confidentiality
Agreement between Raymond West and the party
described under "Customer".
All dimensions are to be field verified by the
customer. Raymond West assumes no responsibility for
incorrect dimensions, location of lights or other
equipment outside of Raymond West's scope of work.
https://raymondwest.com
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TITLE SHEET
SS1
X" = 1'-0"
NORTH
SITE
LOCATION
A.STORAGE CAPACITY SIGNS
1. PER RMI 1.4.2, ONE OR MORE PLAQUES WILL BE PLACED
CONSPICUOUSLY IN CLEAR AND LEGIBLE MANNER TO
IDENTIFY EACH DIFFERENT RACK CONFIGURATION.
2. EACH PLAQUE TO BE A MINIMUM OF 50 SQUARE INCHES. IT
IS THE OWNERS RESPONSIBILITY TO ENSURE THE RACK
SYSTEM IS NOT ALTERED SO THAT THE PLAQUE
INFORMATION IS INVALIDATED.
3. EACH PLAQUE TO DISPLAY:
i. THE MAXIMUM PERMISSIBLE LOAD AND/OR THE
MAXIMUM DISTRIBUTED LOAD PER LEVEL
ii. THE AVERAGE LOAD IF APPLICABLE AND
iii. MAXIMUM TOTAL LOAD PER BAY.
B. WELDING
1. ALL WELDING, EXCEPT WHEN PERFORMED AT THE SHOP OF
AN APPROVED FABRICATOR, SHALL BE DONE BY CERTIFIED
WELDERS. WELDING CERTIFICATES PROVIDED UPON
REQUEST.
2. SPECIAL INSPECTIONS REQUIRED FOR ANY STRUCTURAL
FIELD WELDING.
C. ANCHORING/HARDWARE
1. PER IBC, SPECIAL INSPECTION IS REQUIRED FOR THE
INSTALLATION OF ANCHOR BOLTS.
2. ANCHOR SIZE, PLACEMENT, AND EMBEDMENT SPECIFIED BY
A LICENSED PROFESSIONAL STRUCTURAL ENGINEER.
3. PER IBC, PERIODIC SPECIAL INSPECTION IS REQUIRED FOR
THE INSTALLATION OF CONCRETE ANCHOR BOLTS OF
STORAGE RACKS 8 FEET OR GREATER FOR STRUCTURES
ASSIGNED TO SEISMIC DESIGN CATEGORIES D, E, OR F.
4. HARDWARE OTHER THAN ANCHORS TO BE SPECIFIED BY A
LICENSED PROFESSIONAL STRUCTURAL ENGINEER.
D. MAINTENANCE
1. THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY
OF THE RACK SYSTEM BY ASSURING PROPER OPERATIONAL,
HOUSEKEEPING, AND MAINTENANCE PROCEDURES,
INCLUDING BUT NOT LIMITED TO THE FOLLOWING:
i. PROHIBIT ANY OVER LOADING OF ANY PALLET
POSITIONS AND OF THE OVERALL RACK SYSTEM
ii. REGULAR INSPECTIONS FOR DAMAGE. IF DAMAGED
COLUMNS OR BEAMS ARE FOUND, IMMEDIATELY
UNLOAD THE AFFECTED AREA AND REPLACE OR
REPAIR ANY DAMAGED COLUMNS, BEAMS, OR OTHER
STRUCTURAL COMPONENTS.
iii. REQUIRE ALL PALLETS BE MAINTAINED IN GOOD, SAFE
OPERATING CONDITION.
iv. ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO
PALLET LOAD SUPPORT MEMBERS IN STACKED AND
STABLE POSITIONS.
v. ALL GOODS STORED ON EACH PALLET ARE STACKED
AND IN STABLE POSITIONS.
vi. ENSURE THAT THE RACKS ARE NOT MODIFIED OR
REARRANGED IN A MANNER NOT WITHIN THE
ORIGINAL DESIGN CONFIGURATIONS.
vj. IF CONFIGURATION CHANGES ARE REQUIRED, NEW
STRUCTURAL ANALYSIS MUST BE PERFORMED TO
ENSURE PROPER LOADING.
vk. THE MAXIMUM TOP TO BOTTOM OUT-OF PLUMB
RATIO AND OUT-OF STRAIGHT RATIO PER RACK
COLUMN IS 1/240 (FOR EXAMPLE 1/2" PER 10 FEET OF
HEIGHT). COLUMNS WHOSE OUT-OF-PLUMB RATIO OR
OUT-OF-STRAIGHT RATIO EXCEEDS THIS LIMIT SHOULD
BE UNLOADED AND RE-PLUMBED. ANY DAMAGES
PARTS MUST BE REPAIRED OR REPLACED.
E. CONFIGURATION CHANGES
1. THIS SET OF DRAWINGS SHOWS ALL THE PERMISSABLE
CONFIGURATIONS OF THESE COMPONENTS PER THIS
PERMITTED DRAWING SET. OTHER CONFIGURATIONS MAY
PERMITTED UPON REVIEW OF THE ENGINEER OF RECORD
FOR THIS PROJECT AND REVISIONS TO THE DRAWING
ACCORDINGLY.
2. ANY CHANGES TO THE CONFIGURATION OF THE RACK
SYSTEM COMPONENTS INCLUDING RELOCATION OR
REMOVAL OF THE SHELF BEAM OR ANY OTHER
COMPONENTS WITHOUT PERMISSION IS NOT PERMITTED
VICINITY MAP PROJECT TEAMSHEET INDEX
DEFERRED SUBMITTALS
GENERAL NOTES:
PROJECT/SITE INFORMATION
APPLICABLE CODES
PRODUCTS TO BE STORED ARE THE FOLLOWING:
STEEL PARACHUTE COMPONENTS, CARDBOARD AND WOOD PACKING MATERIALS, 99% NYLON
FABRIC PARACHUTES, NYLON TAPES, NYLON WEBBINGS, AND SHORT ROLLS OF PALLETIZED
NYLON FABRIC MATERIAL. THIS IS A CLASS I - IV COMMODITY NON-ENCAPSULATED, EXPOSED.
(6)6,2 251$3 /'((15*(7 ,16,(*((55
$&/),)2 2(571$,7 $6 9 ,,/&
((55
$&/),)2 2(555555555555555555555555555555555555555555555555555555555777777777777777777777777777777777777777777777777111111111111111111111111111111111111111111111111111111111$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$7 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,7$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$66666666666666666666666666666666666666666666666 9 ,,/////////////&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&
1R1R
(([S[S
THE P.E. CERTIFICATION PROVIDED HEREIN PERTAINS
505)&"%&26"$: 0'5)&4503"(& 3"$,
4536$563"-$0.10/&/540/-:"--
05)&3"3&"4"3&0654*%&5)&4$01&0'
803,0'5)*4$&35*'*$"5*0/.
3/12/25Bldg #101121507
APPROVALS:
PLNG - F. Arias
BLDG - CSG
PUBLIC WORKS - Y. Soto
SHEET NAME:
DATE:
SCALE:
DRAWN BY:
PROJECT #:
SHEET NUMBER:REV:
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SY884041
1
STRUCTURAL STAMP
CU
S
T
O
M
E
R
:
REV. 14
SANTA FE SPRINGS, CA
9939 NORWALK BLVD,
SANTA FE SPRINGS, CA 90670
PHONE: 562.944.8067
This drawing is the property of Raymond West and is
only to be used only by the party described in the
"Customer" section and then only in connection with
its purchase or use of Raymond West products,
services or systems. Copying in part or as a whole is
prohibited. This is subject to a Confidentiality
Agreement between Raymond West and the party
described under "Customer".
All dimensions are to be field verified by the
customer. Raymond West assumes no responsibility for
incorrect dimensions, location of lights or other
equipment outside of Raymond West's scope of work.
https://raymondwest.com
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SITE PLAN
FOR REFERENCE
SS2
N.T.S.
2 SITE PLAN - FOR REFERENCE
Scale: NTS
NORTH
SCOPE OF WORK4
SS4
49X9650X6017X70
K- 501 6-E TD EXT ERC _URI NALSVI TREOUS CH INA
K- 501 6-E TD EXT ERC _URI NALSVI TREOUS CH INA
K- 501 6-E TD EXT ERC _URI NALSV ITRE OU S C HI NA
K- 501 6-E TD EXT ERC _URI NALSVI TREOUS CH INA
A
16
X
3
6
24X60
31'X3'6
K -5016-E TD EXTERC _URINA LSV ITR EOU S CH IN A
SR
2
7
SR44
A
A
10'11'
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0REV.0
A
REV.0REV. 0
A
REV. 0 REV. 0REV.0
A
REV.0REV. 0
A
REV.0REV.0
A
REV.0
B
REV. 0 REV.0REV. 0
B
REV.0REV.0
B
REV.0REV.0
B
REV. 0
REV. 0REV. 0
B
REV.0REV.0
B
REV.0
REV.0
REV.0
B
REV.0
8'-11"
REV.0
B
REV. 0 REV.0REV. 0
B
REV.0REV.0
B
REV.0REV.0
B
REV. 0
REV.0
REV.0
B
REV.0
REV.0
B
28'-1"
REV.0REV.0
B
REV.0REV.0
B
REV.0REV.0
B
REV. 0REV. 0
B
REV.0
REV.0
A
1'-6"
REV.0REV.0
A
REV.0REV. 0
A
REV.0 REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
1'-9"
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
15'-1"
EXIT
FE
EXIT EXIT EXIT
EXIT
EX
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EXIT EXIT EXIT EXIT
FE FE FE
FE
FE
FEFEFE
FE
FE
PATH OF TRAVEL 195'-11"
PATH OF TRAVEL 193'-1"
SHEET NAME:
DATE:
SCALE:
DRAWN BY:
PROJECT #:
SHEET NUMBER:REV:
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SY884041
1
STRUCTURAL STAMP
CU
S
T
O
M
E
R
:
REV. 14
SANTA FE SPRINGS, CA
9939 NORWALK BLVD,
SANTA FE SPRINGS, CA 90670
PHONE: 562.944.8067
This drawing is the property of Raymond West and is
only to be used only by the party described in the
"Customer" section and then only in connection with
its purchase or use of Raymond West products,
services or systems. Copying in part or as a whole is
prohibited. This is subject to a Confidentiality
Agreement between Raymond West and the party
described under "Customer".
All dimensions are to be field verified by the
customer. Raymond West assumes no responsibility for
incorrect dimensions, location of lights or other
equipment outside of Raymond West's scope of work.
https://raymondwest.com
A
1
ATH
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ITT
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FLOOR PLAN
SCOPE OF WORK
EGRESS PLAN
SS3
N.T.S.
3 FLOOR PLAN - SCOPE OF WORK
Scale: NTS
NORTH
SCOPE OF WORK
SS4
4
(6)6,2 251$3 /'((15*(7 ,16,(*((55
$&/),)2 2(571$,7 $6 9 ,,/&
((55
$&/),)2 2(555555555555555555555555555555555555555555555555555555555777777777777777777777777777777777777777777777777111111111111111111111111111111111111111111111111111111111$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$7 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,7$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$66666666666666666666666666666666666666666666666 9 ,,/////////////&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&
1R1R
(([S[S
THE P.E. CERTIFICATION PROVIDED HEREIN PERTAINS
505)&"%&26"$: 0'5)&4503"(& 3"$,
4536$563"-$0.10/&/540/-:"--
05)&3"3&"4"3&0654*%&5)&4$01&0'
803,0'5)*4$&35*'*$"5*0/.
3/12/25
REV. 0 REV. 0REV. 0
A
REV. 0REV. 0
B
REV. 0
17X70
31'X3'6
A
A
10'11'
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV. 0REV.0
A
REV. 0REV. 0
A
REV.0 REV.0REV.0
A
REV.0REV. 0
A
REV.0REV. 0
A
REV. 0
B
REV.0 REV.0REV. 0
B
REV.0REV.0
B
REV. 0REV.0
B
REV. 0
REV. 0REV.0
B
REV.0REV. 0
B
REV.0
REV.0
REV.0
B
REV.0
8'-11"
REV. 0
B
REV.0 REV.0REV. 0
B
REV.0REV.0
B
REV. 0REV.0
B
REV. 0
REV.0
REV.0
B
REV.0
REV.0
B
28'-1"
REV.0REV.0
B
REV. 0REV.0
B
REV.0REV. 0
B
REV.0REV. 0
B
REV.0
REV.0
A
1'-6"
REV.0REV.0
A
REV.0REV.0
A
REV. 0 REV. 0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
1'-9"
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
REV.0
A
REV.0
15'-1"
EXIT
FE
EX
I
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EX
I
T
EXIT EXIT EXIT
FEFEFE
FE
FE
PATH OF TRAVEL 195'-11"
PATH OF TRAVEL 193'-1"
SHEET NAME:
DATE:
SCALE:
DRAWN BY:
PROJECT #:
SHEET NUMBER:REV:
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SY884041
1
STRUCTURAL STAMP
CU
S
T
O
M
E
R
:
REV. 14
SANTA FE SPRINGS, CA
9939 NORWALK BLVD,
SANTA FE SPRINGS, CA 90670
PHONE: 562.944.8067
This drawing is the property of Raymond West and is
only to be used only by the party described in the
"Customer" section and then only in connection with
its purchase or use of Raymond West products,
services or systems. Copying in part or as a whole is
prohibited. This is subject to a Confidentiality
Agreement between Raymond West and the party
described under "Customer".
All dimensions are to be field verified by the
customer. Raymond West assumes no responsibility for
incorrect dimensions, location of lights or other
equipment outside of Raymond West's scope of work.
https://raymondwest.com
A
A
F TRAVEL 195'-11
A
8
B
B
XEXEX
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ENLARGED FLOOR PLAN
SCOPE OF WORK
EGRESS PLAN
SS4
N.T.S.
4 ENLARGED FLOOR PLAN - SCOPE OF WORK
Scale: NTS
NORTH
FE
EXIT SIGNS WITH LIGHTING
4A:60B:C RATED FIRE EXTINGUISHER
EXIT SIGNS SHALL BE INTERNALLY OR
EXTERNALLY ILLUMINATED EXIT
SCOPE OF WORK:
THIS REPORT IS THE PROPERTY OF RAYMOND
HANDLING SOLUTIONS AND WAS PREPARED
EXCLUSIVELY FOR THE USE BY AIRBORNE
SYSTEMS FOR BUILDING PERMIT OF STORAGE
RACK REQUIREMENTS AS DESCRIBED IN THIS
REPORT. THE DESCRIPTION OF THE PRODUCTS
TO BE STORED AND THE STORAGE HEIGHTS ARE
BASED ON INFORMATION PROVIDED BY
AIRBORNE SYSTEMS DISCREPANCIES BETWEEN
THE INFORMATION PRESENTED HEREIN AND
ACTUAL CONDITIONS PRESENTED ON THE PLANS
ARE THE SOLE RESPONSIBILITY OF AIRBORNE
SYSTEMS VERIFICATION OF COMPLIANCE WITH
THE CODE REQUIREMENTS AND PROVISIONS
ADDRESSED HEREIN IS OUTSIDE THE SCOPE OF
THIS REPORT. COPIES OF THIS REPORT
RETAINED BY AIRBORNE SYSTEMS SHALL BE
UTILIZED ONLY BY AIRBORNE SYSTEMS.
OWNER/TENANT SHALL OBTAIN A LICENSED CONTRACTOR
TO PERFORM SUCH WORK. ALONG WITH THE NECESSARY
PERMIT FOR SUCH WORK.
1. THE COMMON PATH OF EGRESS TRAVEL DISTANCE NOT TO
EXCEED CBC TABLE 1006.2.1
2. THE EXIT ACCESS TRAVEL DISTANCE, MEASURED FROM THE
MOST REMOTE POINT TO AN EXIT, NOT TO EXCEED THE
ALLOWABLE PER CBC TABLE 1017.2
3. EXIT SIGNS SHALL BE INTERNALLY OR EXTERNALLY
ILLUMINATED IN ACCORDANCE WITH SECTION 1013.3
4. THE MAXIMUM OUT OF PLUMBNESS SHALL BE 0.5 INCHES PER
10 FT. OF HEIGHT.
NOTES:
SELECTIVE RACK - TYPE A
42" X 144" UPRIGHTS / 96" BEAMS
SELECTIVE RACK - TYPE B
42" X 196" UPRIGHTS / 96" BEAMS
EXISTING RACKING
POINT OF ORIGIN
MAX PATH OF TRAVEL
195'-11"
(6)6,2 251$3 /'((15
*(7 ,16,(*((55
$&/),)2 2(571$,7 $6 9 ,,/&
((55
$&/),)2 2(555555555555555555555555555555555555555555555555555555555777777777777777777777777777777777777777777777777111111111111111111111111111111111111111111111111111111111$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$7 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,7$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$66666666666666666666666666666666666666666666666 9 ,,/////////////&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&
1R1R
(([S[S
THE P.E. CERTIFICATION PROVIDED HEREIN PERTAINS
505)&"%&26"$: 0'5)&4503"(& 3"$,
4536$563"-$0.10/&/540/-:"--
05)&3"3&"4"3&0654*%&5)&4$01&0'
803,0'5)*4$&35*'*$"5*0/.
3/12/25
3"
c.c.
1 1/2"
1 1/2"
1/4"
HORIZ.
BRACE
DIAG.
BRACE
CONNECTOR
BASE
PLATE &
ANCHOR
COLUMN
ROW
SPACER BEAM
42"
SIDE VIEW
144"
36"
48"
48"
6
2
42"
SIDE VIEW
144"
36"
48"
48"
42"
6
2
12"
7
96"
FRONT VIEW
TYPE A SELECTIVE RACK
144"
54"
1B
4 3
1
54"
42"
SIDE VIEW
192"
36"
48"
48"
6
2
42"
SIDE VIEW
192"
36"
48"
48"
42"
6
2
12"
7
96"
FRONT VIEW
TYPE B SELECTIVE RACK
192"
60"
1B
3 3
1
48"48"
60"
60"
12"
3/8"Ø X 7/8" SLOT
4 PLCS
3/4"1 1/2"
3/4"
11/16"
3/4"
3-5/8"
2-1/2"
MIN. EMBED.
1/2"
BASE PLATE F.F.
O.A.L.
1 11/16"
6"
1"
3 3/16"
2"
2"
7/16" Ø GR.
55 RIVET
5/16" Ø
SAFETY PIN
1"
1"
8"
5"
3/8"
3"
3"
3/4"
4 1/8"
1"
1 5/8"
1 3/4"
3 3/4"
1"
1 5/8"
1 3/4"
DESCRIPTION
STEEL YIELD
MATERIAL NOTES:
USE @ ALL HANNIBAL BRACE
LOCATIONS TYP .ASTM A570, Fy=55,000 PSI
16 GAGE STEEL
BRACING: HORIZ. & DIAG.NOT A DEPICTION OF THIS PROJECT
GENERAL RACK INFORMATION1
MATERIAL
STEEL YIELD
DESCRIPTION STD ROW SPACER
ASTM A570, Fy =55,000 PSI
16 GAGE
NOTES:
ATTACH WITH (4) 3/8"Ø GR. 5 BOLTS,
(2) @ EACH END
SIZE 1/2"Ø x 2-1/2" MIN. EMBED.
POWERS SD2 ANCHOR NOTES:
SEE NOTE #4 ABOVE FOR ANCHOR
SPECS.
DESCRIPTION
ESR # 2502
DESCRIPTION STORAGE RACK ELEVATIONS
7 GAGE
3-PIN CONNECTOR
ASTM A570, Fy=55,000 PSISTEEL YIELD
MATERIAL
DESCRIPTION NOTES:
USE @ ALL HANNIBAL BEAM TO COLUMN
CONNECTION LOCATIONS TYP.
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=1.306, S1=0.468, FA=1.200, FV=1.840
IP=1.0 (NO PUBLIC ACCESS), SDS=1.045, SD1=0.574, OCC UPANCY CATAG. II
SITE CLASS D-DEFAULT, SEISMIC DESIGN CATAG. D
3. STORAGE CAPACITY:
TYPE A=4000 LBS @ LVL 1, 2500 LBS @ LVL 2 TYP.
TYPE B=2500 LBS @ LVL 1-2, 1400 LBS @ LVL 3 TYP.
4. ANCHORS: POWERS SD2 ESR#2502, OR HILTI KWIKBOLT TZ2 ESR#4266
1/2"Ø X 2-1/2" MIN. EMBEDT.
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#2502.
6. EXISTING S.O.G. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 4" X 8233 PSI
7. SOIL BEARING PRESSURE 750 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, UNLESS THE RACK
SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING.
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 192" H FRAMES:
MINIMUM DISTANCE BETWEEN RACK AND BUILDING COMPONENTS IS 2% (OR 3.84") OF TOP SHELF LEVEL HEIGHT @
BRACED DIRECTION AND 5% (OR 9.6") OF TOP SHELF LEVEL HEIGHT @ UNBRACED DIRECTION.
FOR 144" H FRAMES:
MINIMUM DISTANCE BETWEEN RACK AND BUILDING COMPONENTS IS 2% (OR 2.88") OF TOP SHELF LEVEL HEIGHT @
BRACED DIRECTION AND 5% (OR 7.2") OF TOP SHELF LEVEL HEIGHT @ UNBRACED DIRECTION.
25-0221-14
SED 1 OF 1
03
/
0
7
/
2
0
2
5
HA
N
N
I
B
A
L
J.
M
ST
O
R
A
G
E
R
A
C
K
SA
N
T
A
A
N
A
,
C
A
9
2
7
0
4
31
0
0
W
S
E
G
E
R
S
T
R
O
M
A
V
E
NOTES:
USE (2) STD ROW SPACERS PER FRAME ATTACHMENT
NOTES:
CONFIRM O.A.L. OF ANCHORS WITH INSTALLER TO
ENSURE REQUIRED EMBEDMENT IS OBTAINED.
COLUMN
NOTES:
USE @ ALL HANNIBAL
COLUMN/BASE LOCATIONS U.O.N.
STEEL YIELD
DESCRIPTION
MATERIAL
BASE PLATE: 8" x 5"
3/8" THICK PLATE
ASTM A36, Fy=36,000 PSISTEEL YIELD
DESCRIPTION
MATERIAL
ASTM A570, Fy=55,000 PSI
14 GAGE THK.
COLUMN: HMH IF 3014
2
3 5
7
1B
6
NOTES:
USE @ TYPE A BEAM LOCATIONS.
16 GAGE
STEEL YIELD
MATERIAL
DESCRIPTION
ASTM A570, Fy=55,000 PSI
4-1/8" BEAM (HMH#41160)
NOTES:
USE @ TYPE B BEAM LOCATIONS.
16 GAGE
STEEL YIELD
MATERIAL
DESCRIPTION
ASTM A570, Fy=55,000 PSI
3-3/4" BEAM (HMH#36160)
4
(6)6,2 251$3 /'((15*(7 ,16,(*((55
$&/),)2 2(571$,7 $6 9 ,,/&
((55
$&/),)2 2(555555555555555555555555555555555555555555555555555555555777777777777777777777777777777777777777777777777111111111111111111111111111111111111111111111111111111111$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$7 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,7$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$66666666666666666666666666666666666666666666666 9 ,,/////////////&&&&&&&&&&&&&&&&&&&&&&&&&&&&&&
1R1R
(([S[S
3/12/25
Structural
Engineering
& Design, Inc.
1815 Wright Ave
La Verne, CA 91750
Phone: 909.596.1351 Fax: 909.596.7186
Project Name : AIRBORNE SYSTEMS
Project Number : 25-0228-13
Date : 03/11 /25
Street Address: 3100 W SEGERSTORM AVE
City/State : SANT A ANA, CA 92704
Scope of Work : STORAGE RACK
(6)6,2 251$3 /'((15*(7 ,16,(*((55
$&/),)2 2(571$,7 $6 9 ,,/&
((55
$&/),)2 2(555555555555555555555555555555555555555555555555555555555777777777777777777777777777777777777777777777777111111111111111111111111111111111111111111111111111111111$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$7 ,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,7$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$$66666666666666666666666666666666666666666666666
1R1R
(([S[S12-31-25
3/17/25
Structural
Engineering & Design Inc.
Bob S
TABLE OF CONTENTS
Project: Airborne
TitlePage...............................................................
1
Tableof Contents
...................................................................................................
2
Design Data and Definition of Components
......................... .........
........................
3
Critical Configuration....................................................
4
SeismicLoads
.......................................................................................................
5 to 6
Column..................................................................................................................
7
Beam and Connector
...................................................... .............
8 to 9
Bracing..................................................................................................................
10
Anchors
.................................................................................
11
BasePlate
............................................................................... ..............
12
Slabon Grade
.......................................................................................................
13
OtherConfigurations
.................................... I... ...................... ...........................
14
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
-14
type a eelect-airborne-revcU15 Page of 3/G/2025
Structural
Engineering & Design Inc.
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
By. Bob S Project: Airborne Systems "'W2S 0221-14
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 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 4" thick with minimum 8233 psl compressive strength. 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
7 lufm
Beam to GAynm
{emsarastw
Fra�aae�
Helm Beam
W-p-,44
spacing Sise Pate and
Anc rs;
Front View.- Down Xvjl
RonvAutfinai# Fr me
T
ftrA-
..,.,,, .
Section At Crow AlAe
if Transvt rse I F anie
or. al
Wace
uagorsl
trace
type a 5elect-airborne-revcIA5 Page of 3/G/2025
Structural
Engineering & Design Inc.
Bob S
& Sul
1.306, Fa=1.2
i roject: Airborne
A Selective Rack
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
*Ek5-0221-14
**RACK COLUMN REACTIONS
ASD LOADS
AXIAL DL= 40 /b
AXIAL LL= 3,250 /b
SE15MICAXIAL Ps=f/- 2,017lb
BASE MOMENT= 8, 000 in -lb
�— 96" 42"
# Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type
2 42 in 1.44.0 in 3 96 in
Description
Column
Column & Backer
F =55 ksi
Hannibal IF3014-3x3x14 a
g
P=3290 Ib, M=13650 in -lb
STRESS
0,52-OK
Beam
None
Fy=55 ksi
None
HMH 41160/4.125" Face x 0.057" thk
Lu=96 in
None
N/A
Capacity: 5075 Ib/pr
0.79-OK
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=9619 in -lb
Mcap=12691 in -lb
Brace -Horizontal
Fy=55 ksi
Hannibal 1-1/2xl-1/2x16ga
0.76-OK
Brace -Diagonal
F =55 ksi
y-
Hannibal 1-1/2x1-1/2x16ga
0.16-OK
Base Plate
Anchor
Fy=36 ksi
8x5x3/8
0.24-OK
Fixity= 8000 in -lb
0.64-OK
2 per Base
0.5" x 2.5" Embed Powers SD2 ESR 2502 Inspection Reqd
(Net Seismic Uplift=2376 Ib)
0.9-OK
Slab &Soil
4 thk x 8233 psi slab on grade. 750 psf Soil Bearing Pressure
Level
Load**
Story Force
Story Force
Column
0.2-OK
Column
Conn.
Beam
1
Per Level
4,000 Ib
Beam Spcg
Brace
Transv
Longit.
Axial
Moment
Moment
Connector
2 2,500 lb
54.0 in
54.0 in
36.0 in 512 lb 376 lb 3,290 lb
48.0 in 646 lb
13,650 "# 9,619 "#
3 pin OK
474 lb 1,270 Ib
6,392 "# 3,865 "#
3 pin OK
48.0 in
** Load deflned as product weight per pair of beams Total; 1,158 lb 849 lb
type a 5elect-airborne-revd.A5 Page of 3/G/2025
Structural
CITY OF SANTA ANA
Planning and Building Agency
Engineering & Design Inc.
Bob S Project: Airborne
Selsmlc Forces Configuration: Type A Selective Rack
Lateral analysls is Performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-16 sec 16.5.3
Transverse (Cross Aisle I Seismic Load
V= Cs*IP*Ws=Cs*IP*(0.67*P*PrF+D) vt
Cs1= Sds/R
= 0.2612 Cs -max * Ip= 0.2612
Cs2= 0.044*Sds Vmin= 0,015
= 0.0460 Eff Base Shear=Cs= 0.2612 Transverse Elevafton
Cs3= 0.5*Si/R Ws= (0.67*PLRF1 * PL)+DL (RMI 2.6.2)
= 0.0585 = 4,435 lb
Cs -max= 0.2612 Vtransv=Vt= 0.2612 * (80 lb + 4355 Ib)
Ett�f�
Etransverse= 1,158 lb
Limit States Leve/ Transverse seismic shear per upright
Level PRODUCT LOAD P P*0.67*PRFl DL hi wi*hi
1 4,000 lb
2 2,500lb
sum: P=6500lb
2,680 lb
1,675 lb
4,355 lb
40 lb
40 lb
80 lb
54 in
108 in
W=4435 lb
146,880
185,220
332,100
Approved
FOR PERMIT ISSUANCE
-14
S1= 0.468
Fa= 1,200
Fv= 1.840
Sds=2/3*Ss*Fa= 1.045
Sd1=2/3*S1*Fv= 0.574
Ca=0.4*2/3*Ss*Fa= 0.4179
(Transverse, Braced Frame Dir,) R= 4,0
Ip= 1.0
PRR
Pallet Height=hp= 48.0 in
DL per Beam Lvl= 40 lb
Fi G*
Similarly for longitudinal seismic loads, using R=6.0 Ws= (0.67 * PLRF2 * P) + DL p
RF2= 1.0
Cs1=Sd1/(T*R)= 0,1914 = 4,435 lb (Longitudinal, unbraced Dir.) R= 6.0
Cs2= 0,0460 Cs=Cs-max*Ip= 0.1914 T= 0.50 sec
Cs3= 0.0390 ng0.1914 * (80 lb + 4355 lb)
Cs -max= 0.1914 [El.�ng7ilt.dinw== 849 lb Limit State.Leve/Longk.se/sm/a shear per upright
Level PRODUC LOAD P P*0.67*PRF2 DL hi wi*hi
1 4,000lb 2,680lb
2 2,500lb 1,675lb
40 lb 54 in 146,880
40 lb 108 in 185,220
512.2lb 39,952-#
645.8lb 85,246-#
1,158lb 1=125,197
FI Front View
375.5 lb
473.5 lb
sum: 4 355 lb 80 lb W=4435 lb 332 100 849 fb
type a 5e1ect-airborne-revd.xl5 Page of 3/6/2025
Structural
Engineering & Design Inc.
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
By: Bob S Project: Airborne Systems 1I 5-0221-14
Downaisle Seismic Loads Configuration: Type A Selective Rack
story moments by applying portal analysis. The base plate is assumed to provide
Seismic Story Forces
Typical frame made
Vlong= 849lb
Tvibutaryarea ortwocolumos
Vcol=Vlong/2= 425 lb
ofrackframe
F1= 376lb
lb
..
.<;
...
; .,:...
....
Typical Frame made
F3= 0lb
RE]: F77q
`/oriwocolumns
, To few
96" `--- ---- --
Front Vie 51de Vie
Seismic Story Moments Conceptual System COL
Mbase-max= 8,000 in -lb <__= Default capacity hl-eff= hl - beam clip height/2
Mbase-v= (Vcol*hleff)/2 = 51 in Vcol
= 10,825 In -lb <__= Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 8,000 in -lb
M 1-1= [Vcol * hleft] -Mbase-eff M 2-2= [Vcol-(F1)/2] * h2
= (425 Ib * 51 in)-8000 in -lb = [425 lb - 236.8 Ib]*54 in/2
= 13,650 in -lb = 6,392 in -lb I
Mseis= (Mupper+Mlower)/2
Beam to Column
Mseis(1-1)= (13650 in -lb + 6392 in-lb)/2 Mseis(2-2)= (6392 in -lb + 0 in-lb)/2 Elevation
= 10,021 in -lb = 3,196 in -lb rho= 1.0000
Summary of Forces
LEVEL hi Axial Load Column Moment** Mseismic** Mend -fixity Mconn** Beam Connector
1 54 in 3,290 lb 13,650 in -lb 10,021 in -lb 3,720 in -lb 9,619 in -lb 3 pin OK
2 54 in 1,270 lb 6,392 in -lb 3,196 in -lb 2,325 in -lb 3,865 in -lb 3 pin OK
Mconn= (Mseismic + Mend-fixity)*0.70*rho
Mconn-allow(3 Pin)= 12,691 in -lb
**all moments based on limit states level loading
type a 5e1ect-airborne-revd.xl5 Page of 3/G/2025
Structural
Engineering & Design Inc.
Bob S
Column
Section Properties
Section: Hannibal IF3014-3x3xl4ga
Project: Airborne
A Selective Rack
Aeff = 0.643 inA2
Iy = 0,749 InA4
Ix = 1,130 inA4
Sy = 0.493 in3
Sx = 0.753 inA3
ry = 1.080 in
rx = 1.326 in
Fy= 55 ksi
Qf= 1.67
Cmx= 0.85
E= 29,500 ksi
COLUMN DL= 40 lb
COLUMN PL= 3,250 lb
Mcol= 13,649 in -lb
Sds= 1,0448
1+0.105*Sds= 1.1097
1.4+0.14Sds= 1.5463
1+0.14Sds= 1,1463
0.85+0.14*Sds= 0.9963
B= 0.7000
rho= 1.0000
= 1.7*51.93
= 66.6
Fe= n^2E/(KL/r)max^2
= 65.7ksi
Pn= Aeff*Fn
= 27,960 lb
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
1-14
Date:
3.000 in
Kx = 1.7 x
Lx= 51.9in
Ky = 1.0
J
n
Ly = 36.0 in Y_ 7_1007,5in
Y 3.000 i
Cb= 1.0
�L
�0.75 in
c,nricai ioao cases are: RMI Sec 2.1
Load Case 5:: (1+0.105*Sds)D + 0.75*(1.4+0.145ds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method
axial /bad coeff 0,8117928 * P seismic moment coeff, 0.5625 * Mcol
Load Case 6., : (1+0.14*56s)D + (0.85d-0.1456s)*B*P + (0.7*rho*E)<= 1.0, ASD Method
axial load coeff.• 0.69739 seismic moment coeff, 0.7 * Mcol
By analysis, Load case 6 governs utilizing loads as such
Axial Load=Pax= 1.146272*401b+0.996272*0.7*3250lb Moment=Mx= 0.7*rho*Mcol
= 2,312 lb
= 0.7 * 13649 in -lb
= 9,554 in -lb
KyLy/ry = 1*36"/1,08"
Fe > Fy/2
= 33.3
Fn= Fy(1-Fy/4Fe)
= 55 ksi*[1-55 ksi/(4*65.7 ksi)]
Fy/2= 27.5 ksi
= 43.5 ksi
Pa= Pn/S2c
Qc= 1.92
= 27960lb/1.92
= 14 562 Ib
P/Pa= 0.16 > 0.15
Bending Analysis
Check Pax/Pa + (Cmx*Mx)/(Max*ux) 5 1.0
P/Pao + Mx/Max 5 1.0
Pno= Ae*Fy Pao= Pno/52c Myield=My= Sx*Fy
= 0.643 inA2 *55000 psi = 35365lb/1.92 = 0.753 inA3 * 55000 psi
= 35,365 lb = 18,419 lb = 41,415 in -lb
Max= My/Qf
= 41415 in-Ib/1.67
= 24,799 in -lb
px= {1/[1-(QC*P/Pcr)]}A-1
_{i/fl-(1.92*2312lb/42203lb)]}A-1
= 0.89
Combined Stresses
Pcr= nA2EI/(KL)maxA2
= nA2*29500 ksi/(1.7*51.9375 in)A2
= 42,203 lb
(2312 Ib/14562 lb) + (0.85*9554 in-Ib)/(24799 in-Ib*0.89) = 0.52 < 1.0, OK (EQ C5-1)
(2312 ib/18419 lb) + (9554 in-Ib/24799 in -lb) = 0.51 < 1.0, OK (EQ C5-2)
** For com arlson total column stress com uted for /oad case 5 is. 46.0°/o n %ads 2682.71476lb Axra/and M= 71651n-lb
type a select-airborne-revd.xls Page of 3/6/2025
Structural
Engineering & Design Inc.
Bob S
Airborne
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Ma lb":25-0221-14
BEAM Contiguration: Type A Selective Rack I uaie:
A) Check compression flange for local bucklina (B2.1
w= c - 2*t -2*r
= 1.75 in - 2*0.057 in - 2*0.057 in
= 1.522 in
w/t= 26.7
1=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5
= [1.052/(4)^0.5] * 26.7 * (55/29500)^0.5
= 0.606 < 0.673, Flange is fully effective
B) check web for local buckling per section b2 3
fi(comp)= Fy*(y3/y2)= 50.53 ksi
f2(tension)= Fy*(y1/y2)= 102.29 ksi
Y= f2/f1 Eq. B2.3-5
= -2.024
k= 4 + 2*(1-Y)-3 + 2*(1-Y) Eq. B2.3-4
= 65.35
flat depth=w= y1+y3
= 3.897 in w/t= 68.36842105
1=lambda= [1.052/(k)^0.51 * (w/t) * (f1/E)^0.5
= [1.052/(65.35)^0.5] * 3.897 * (50.53/29500)^0.5
= 0.368 < 0.673
be=w= 3.897 in b2= be/2
b1= be(3-Y) = 1.95 in
= 0.776
b1+b2= 2.726 in > 1.2885 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)
0.134 in C= 2*Lc/(Lf+2*Lc)
Lflange-top=Lf= 1.522 in = 0.150 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= 58.52 ksi (tension stress at top)
Fya-bottom= Fya*Ycg/(depth -Ycg)
= 113.59 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lflange-bot=Lfb= Lbottom - 2*r*-2*t
= 2.522 in
Cbottom=Cb= 2*Lc/(Lfb+2*Lc)
= 0.096
Fy-bottom=Fyb= Cb*Fyc + (I-Cb)*Fyf
= 57.2V ksi
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 29.50 ksi
75 in v
Eq. B2.1-4
4.125 in
Eq. B2.1-1
Beam= HMH 41160/4_]:
X3
Eq B2.3-2
(EQ A7.2-3)
if F= 0.95 Then F*Mn=F*Fya*Sx= 20.73 in-k
depth
1.625 in
0.057 in
Ix= 1.617 in
Sx= 0.740 in
Ycg 2.723 in
t= 0.057 in
Bend Radius=r= 0.057 in
Fy=Fyv= 55.00 k:
Fu=Fuv= 65.00 ks
E= 29500 k!
top Flange=b= 1.750 in
bottom flange= 2.750 in
Web depth= 4.' '1z t^
Fy
Me mo)
y1= Ycg-t-r= 2.609 in
y2= depth-Ycg= 1.403 In
y3= y2-t-r= 1.289 in
Structural
Engineering & Design Inc.
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
By: Bob S Project: Airborne Systems Master ject #: 25-0221-14
BEAM I vdLe.
Configuration; Type A Selective RacK
Section
Beam= HMH 41160/4,125" Face x 0.057" thk
Ix=lb= 1.617 in^4 2.75 in
Sx= 0.740 inA3
t= 0.057 in E= 29500 ksi 1.75 in
Fy=Fyv= 55 ksi F= 300.0
Fu=Fuv= 65 ksi L= 96 in
Fya= 58.5 ksi Beam Level= 1
P=Product Load= 4,000 lb/pair
D=Dead Load= 40 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 RAMZ2, item 8
FOR DL=2% of PL,
W= 1.599
Rm= 1 - [(2*F*L)/(6*E*Ib + 3*F*L)]
1 - (2*300*96 in)/[(6*29500 ksi*1.617 in^3)+(3*300*96 in)]
= 0.845
if F= 0.95
Then F*Mn=F*Fya*Sx= 41.14 in-k
Thus, allowable load
per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W)
= 41.14 in-k * 8 * 2/(96in * 0.845 * 1.599)
= 5,075 lb/pair allowable load based on bending stress
Mend= W*L*(i-Rm)/8
= (5075 lb/2) * 96 in * (1-0.845)/8
= 4,720 in -lb @ 5075 lb max allowable load
= 3,720 in -lb @ 4000 lb imposed product load
2. Check Deflection Stress Allowable Loads
4.125 In
0.057 in
1111111111111111111111111111 11 I111IIIIl II III
-----------------
P.eduek
. . . . . . ....
Beam
-�
Dmax= Dss*Rd
Rd= 1 - (4*F*L)/(5*F*L + 10*E*Ib) Allowable Deflection= L/180
= 1 - (4*300*96 In)/[(5*300*96 in)+(10*29500 ksi*1.617 inA4)] = 0.533 in
= 0.814 in Deflection at imposed Load= 0.420 in
If Dmax= L/180 Based on L1180 Deflection Criteria
and Dss= 5*W*LA3/(384*E*Ib)
L/180= 5*W*L^3*Rd/(384*E*Ib*# of beams)
solving for W yields,
W= 384*E*I*2/(180*5*L^2*Rd)
= 384*1.617 in^4*2/[180*5*(96 in)^2*0.814)
= 5,426 Ib/pair allowable load based on deflection limits
Thus, based on the least capacity of item 1 and 2 above: Allowable load= 5,075 Ib/pair
Imposed Product Load= 4,000 lb/pair
Beam Stress= 0.79 Beam atLevel 1
Structural
CITY OF SANTA ANA
Planning and Building Agency
Engineering & Design Inc.
Approved
FOR PERMIT ISSUANCE
By: Bob S Project: Airborne Systems Project #: 25-0221-14
iviaxci i
Pin Beam to Column Connection Type A Selective Rack I
ce.
mandated minimum value of 1.5%(DL+PL)
Mconn max= (MSeismic + Mend-fixity)*0.70*Rho
= 9,619 in -lb Load at level 1
Connector Type= 3 Pin
Shear Capacity of Pin
Pin Diam= 0.44 in Fy= 55,000 psi
Ashear= (0.438 in)-2 * PI/4
= 0,15071n^2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi * 0.1507inA2
= 3,315 Ib
Bearing Capacity of Pin
tcol= 0.075 in
Omega= 2.22
Fu= 65,000 psi
a= 2.22
Pbearing= alpha * Fu * diam * tcol/omega
= 2.22 * 65000 psi * 0.438 in * 0.075 in/2.22
= 2,135 lb < 3315 lb
Moment Capacity of Bracket
Edge Dlstance=E= 1.00 in Pin Spacing= 2.0 in
C= P1+P2+P3 tclip= 0.18 in
= P1+P1*(2.5"/4.5")+Pi*(0.5"/4.5")
= 1.667 * P1
Mcap= Sclip * Fbending
= 0.127 in A 3 * 0.66 * Fy
= 4,610 in -lb
Pclip= Mcap/(1.667 * d)
= 4610.1 in-lb/(1.667 * 0.5 in)
= 5,531 lb
P3
112"
C*d= Mcap = 1.667
Thus, P1= 2,135 lb
Mconn-allow=[P1*4.5"+P1*(2.5"/4.5")*2.5"+P1*(0.5"/4.5")*0.5"]
= 2135 L13*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.51'1
= 12,691 in -lb > Mconn max, OK
Fy= 55,000 psi
Sclip= 0.127 inA3
d= E/2
= 0.50 in
type a 5elect-airborne-revd.x15 Page of 3/G/2025
Structural
Engineering & Design I nc.
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
By: Bob S Project: Airborne Systems I rawitetdAO-0221-14
Transverse Brace
Section Properties
A Selective Rack
Date:
Diagonal Member= Hannibal 1-1/2xl-1/2xl6ga Horizontal Member= Hannibal 1-1/2xl-1/2x16ga
Area= 0.273 inA2 1.500 in Area= 0.273 inA2
r min= 0.496 in r min= 0.496 in 1.500
Fy= 55,000 psi Fy= 55,000 psi
K= 1.0 1.500 in K= 1.0
9c= 1.92 1.500
L J
0.250 in — � 0.250
Frame Dimensions
Bottom Panel Height=H= 48.0 in Clear Depth=D-B*2= 36.0 in
Frame Depth=D= 42.0 in X Brace= NO
Column Width=B= 3.0 in rho= 1.00
-► 0
Load Case 6.: (1+�1J.1l14�5a'sjfl j- .85+0.14Sds)*8*P + C0.7*rho*EJ<= 1.0, ASO Method
Vtransverse= 1,158lb
Vb=Vtransv*0.7*rho= 1158 Ib * 0.7 * 1
= 811 lb
Ldiag= [(D-B*2)A2 + (H-6")A2]A1/2
= 55.3 in
Pmax= V*(Ldiag/D) * 0.75
= 8001b
axial load on diagonal brace member
Pn= AREA*Fn
= 0.273 inA2 * 23419 psi
= 6,393 lb
Pallow= Pn/9
= 6393 lb /1.92
= 3,3301b
Pn/Pallow= 0.24 <= 1.0 OK
Horizontal brace
Vb=Vtransv*0.7*rho= 811 lb
Vb
"
(ki/r)= (k * Ldiag)/r min
= (1x55.3in/0.496in)
= 111.5 in
Ldlag
Fe= piA2*E/(kl/r)A2
H
= 23,419 psi
Pmax
Since Fe<Fy/2, 3,. typ
Fn= Fe
s
= 23,419 psi
Typical Panel
Configuration
(kl/r)= (k * Lhoriz)/r min Fe= piA2*E/(kl/r)A2
= (1 x 42 in) /0.496 In = 40,584 psi
= 84.7 in
Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn
= 36,366 psi = 0.2731nA2*36366 psi
= 9,928lb
Pn/Pallow= 0.16 <= 1.0 OK
Check End Weld
Lweld= 3.0 in
Fu= 65 ksi
tmin= 0.060In
Weld Capacity= 0.75 * tmin * L * Fu/2.5
= 3,510 lb OK
Fy/2= 27,500 psi
Pallow= Pn/Qc
= 9928 lb /1.92
= 5,171 lb,
type a 5elect-airborne-revcLA5 Page of 3/6/2025
Structural
Engineering & Design Inc.
By: Bob S
Row Frame Ov+
.Ave La Verne: I
Project: Airborne
ration: Type A Selective Rack
1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0,20Sds)*B*Papp - E*rho
Vtrans=V=E=Qe= 1,158lb
DEAD LOAD PER UPRIGHT=D= 80 lb
PRODUCT LOAD PER UPRIGHT=P= 6,500 lb
Papp=P*0.67= 4,355 lb
Wst LC1=Wst1=(0.69104*D + 0.69104*Papp*1)= 3,064 lb
Product Load Top Level, Ptop= 2,500 lb
DL/Lvl= 40 lb
Seismic Ovt based on E, E(Fi*hi)= 84,733 in -lb
hr. .v114/.-,,.....4, -
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
-0Df
_._.. __ -„ , _, �,� ,
A Fully Loaded Rack
n = m.0 in SIDE ELEVATION
h=H+h
Load case 1:
2= 132.0 in
Movt= E(Fi*hi)*E*rho Mst= Wsti * Df/2
T= (Movt-Mst)/Df
= 84,733 in -lb = 3064 lb * 42 in/2
= (84733 in -lb - 64344 In-lb)/42 In
= 64,344 in -lb
= 485 lb Net Uplift per Column
17- Net Seismic U lift*Ome a= 970 lb
B Top Level Loaded Only
Load case 1:
0 Vi=Vtop= Cs * Ip * Plop >= 350 lb for H/D >6.0
Movt= (Vi*h + V2 * H/21*rho
= 0.2612 * 2500 lb
= 87,324 in -lb
= 653 lb
T= (Movt-Mst)/Df
V1eff= 653 lb Critical Level= 2
= (87324 in -lb - 37441 in-lb)/42 in
V2=VDT= Cs*Ip*D Cs*Ip= 0.2612
= 1,188 lb Net Uplift per Column
= 21 lb
Mst= (0,69104*D + 0.69104*Ptop*1) * 42 in/2
= 37,441 in -lb
Net Seismic U lift*Ome a= 2,376 lb
Anchor
Check (2) 0.5" x 2.5" Embed Powers SD2 anchor(s) per base plate.
Special inspection is required per ESR 2502.
Pullout Capacity=Tcap= 1,250 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,250 lb
Shear Capacity=Vcap= 1,250 lb Phi= 1 Vcap*Phi= 1,250 lb
Fully Loaded: (485 Ib/1250 Ib)A1 + (289 Ib/1250 Ib)A1 = 0.62 <= 1.2 OK
Top Level Loaded: (1188 Ib/1250 Ib)A1 + (163 Ib/1250 Ib)A1 = 1.08 <= 1.2 OK
type a 56ect-airborne-revd.x15 Page of 3/G/2025
Structural
CITY OF SANTA ANA
Planning and Building Agency
Engineering & Design Inc.
Approved
FOR PERMIT ISSUANCE
By: Bob S Project: Airborne Systems Pro ieci #5 0221-14
Base Plate Configuration: Type A Selective Rack
Section
Baseplate= 8x5x3/8
Eff Width=W = 8.00 in a = 3.00 in
Eff Depth=D = 5.00 in Anchor c.c. =2*a=d = 6.00 in
Column Width=b = 3.00 in N=# Anchor/Base= 2
Column Depth=dc = 3.00 in Fy = 36,000 psi
L = 2.50 in
Plate Thickness=t = 0.375 in
+ 0.75Y(1.4+0,145ds)*B*P + 0.75*f0.7*rhn*F7r_
COLUMN DL= 40 Ib
Axi'al=P= 1.109704 * 40 lb + 0.75 * (1.546272
COLUMN PL= 3,250 lb
= 2,683 lb
Base Moment= 8,000 in -lb ,
Mb= Base Moment* 0.75*0.7* rho
1+0.105*Sds= 1.1097
= 8000 in -lb * 0.75*0.7*rho
1.4+0.14Sds 1.5463
= 4,200In-lb
B = 01(7
Axial Load P = 2,683 lb Mbase=Mb = 4,'
Axial stress=fa = P/A = P/(D*W)
M1= wLA2/2= fa*LA2/2
= 67 psi
= 210 in -lb
Moment Stress=fb = M/S = 6*Mb/[(D*BA2]
Moment Stress=fb2 = 2 * fb * L/W
= 78.8 psi
= 49.2 psi
Moment Stress=fbl = fb-fb2
M2= fbl*LA2)/2
= 29.5 psi
= 92 in -lb
M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2
Mtotal = M1+M2+M3
= 103 in -lb
= 404 in-lb/in
S-plate = (1)(tA2)/6
Fb = 0.75*Fy
= 0.023 inA3/in
= 27,000 psi
fb/Fb = Mtotal/[(S-plate)(Fb)]
F'p= 0.7*F'c
= 0.64 OK
= 5,763 psi OK
Tanchor =(Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,250 lb OK
= -832 Ib No Tension
Es Aisle Loads OrnA�llwdfeRM15e 2.1, iteal4-'0k0.1'Sd5A b(1+0.14SDS)PV0.754EtV..75a=1.0,ASDMeMod Check u lift load on
Pstatic= 2,683 lb
Movt*0.75*0.7*rho 44,485 in -lb Pseismic= Movt/Frame Depth
Frame Depth= 42.0 in = 1,059 lb
P=Pstatic+Pseismic= 3,742lb
b =Column Depth= 3.00 in
L =Base Plate Depth -Col Depth= 2.50 In
fa = P/A = P/(D*W)
= 94 psi
Sbase/in = (1)(tA2)/6
= 0.023 inA3/in
fb/Fb = M/[(S-plate)(Fb)]
= 0.46 OK
M= wLA2/2= fa*LA2/2
= 292 in-lb/in
Fbase = 0.75*Fy
= 27,000 psi
Date:
Mb
i b I�— L
i� w —►
Downalsle Elevation
*
in -lb
Eff(
Effe
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
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 centerline of the anchor to the nearest edge of the rack column"
I4—ci T
T
Mu
a a
3 I b I ►�
Elevation
Uplift per Column= 2,376 lb
Qty Anchor per BP= 2
Net Tension per anchor=Ta= 1,188 lb
c= 2.50 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
= 1,485 in -lb
Splate= 0.117 inA3
I'fb/Fb1*0.75= 0359 nk
type a select-airborne-revd.xls Page of 3/6/2025
Structural
Engineering & Design Inc.
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
By: Bob S Project: Airborne Systems NRMO* q;0-0221-14
Slab on Grade
x -►I I~ c � I
i y
L --�
SLAB ELEVATION
A Selective Rack
Baseplate Plan View
Base Plate
Effec, Basepiate width=B= 8.00 in width=a= 3.00 in
Effec. Basepiate Depth=D= 5.00 in depth=b= 3.00 in
midway dist face of column to edge of plate=c= 5.50 in
Column Loads midway dist face of column to edge of plate=e= 4.00 in
Date:
Concrete
fc= 8,233 psi
tslab=t= 4.0 in
teff= 4.0 in
phi=O= 0.6
Soil
fsoil= 750 psf
Movt= 86,196 in -lb
Frame depth= 42.0 in
Sds= 1.045
0.2*Sds= 0.209
7,= 0.600
P=B/D= 1.600
FICA0.5= 90.70 psi
vr-Hu wHu=u= 4u 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
unfactored ASD load
PRODUCT LOAD=P= 3,250 lb per column
= 1.40896 * 40 lb + 1.40896 * 0.7 * 3250 lb + 1 * 2052 lb
= 5,314 lb
unfactoredASD load
Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7
Papp= 2,178 lb, per column
P-seismic=E= (Movt/Frame depth)
= 0.69104 * 40 lb + 0.69104 * 0.7 * 2177.5 lb + 1 * 2052 lb
= 3,133 lb
= 2,052 lb per column
Load Case 3) 1.2*D + 1.4*P RMI SEC2.2 EQTN 1,2
unfactoredLlmltState load
= 1.2*40 lb + 1.4*3250 lb
B= 0.7000
= 4,598 lb
rho= 1.0000
Load Case 4) 1.2*D + 1.0*P + 1.0E ACI318-14 Sec 5.3.1
Sds= 1,0448
1.2 d- 0.2*Sds= 1.4090
= 5,350 lb Egtn 5.3.1e
Effective Column Load=Pu= 5,350 lb per column
0. 9 - 0.20Sds= 0.6910
Puncture
Apunct= [(c+t)+(e+t)]*2*t
= 140.0 inA2
Fpunctl= [(4/3 + 8/(3*p)] * X *(F'c^0.5)
fv/Fv= Pu/(Apunct*Fpunct)
= 163.3 psi
= 0.264 < i OK
Fpunctl= 2.66 * 2, * (FICA0.5)
= 144.8 psi
Fpunct eff= 144.8 psi
Slab Bending
Pse=DL+PL+E= 5,350 lb
Asoil= (Pse*144)/(fsoil)
L= (Asoil)A0.5
y= (c*e)A0.5 + 2*t
= 1,027 inA2
= 32.05 in
= 12.7 In
x= (L-y)/2
M= w*xA2/2
S-slab= 1*teffA2/6
= 9.7 in
= (fsoil*xA2)/(144*2)
= 2.67 inA3
Fb= 5*(phi)*(fc)A0.5
= 243.9 in -lb
fb/Fb= M/(S-slab*Fb)
= 272.21 psi
_
type a Select-airborne-revd.xls Page of 3/6/2025
Structural
Engineering & Design Inc.
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
by: Bob 5 Project: Airborne Systems 5-0221-14
Configuration & Summary: Type B Selective Rack Date:
96" 4
48"
192" 48"
3`I6"
T
+- 42" 4
**RACK COLUMN REACTIONS
ASO LOADS
AXIAL DL= 60lb
AXIAL LL= 3,200lb
SEISMIC AXIAL Ps=+/- 2,854 lb
8ASEMOMENT 8,0001n-lb
Seismic Criteria
# Bm Lvls
Frame De
htl
# Diagonals]
Beam Length
Frame Type
Ss=1.306, Fa=1.2
3
42 in
192.0 in
31
96 in
Component
Description
STRESS
Column
Fy=55 ksi
Hannibal IF3014-3x3x14ga P=3260 lb, M=8017 in -lb
0.39-OK
Column & Backer
None
None None
N/A
Beam
Fy=55 ksi
HMH 36160/3.75" Face x 0.057" thk Lu=96 in Capacity: 4474 Ib/pr
0.56-OK
Beam Connector
Fy=55 ksi
Lvl 1: 3 pin OK Mconn=7062 in-Ib Mcap=12691 in -lb
0.56-OK
Brace -Horizontal
Fy=55 ksi
Hannibal 1-1/2xl-1/2xl6ga
0.16-OK
Brace -Diagonal
Fy=55 ksi
Hannibal 1-1/2xl-1/2x16ga
0.24-OK
Base Plate
Fy=36 ksi
8x5x3/8 Fixity= 8000 in-Ib
0.64-01K
Anchor
2 per Base
0.5" x 2.5" Embed Powers SD2 ESR 2502 Inspection Reqd (Net Seismic Uplift=2662 lb)
0.958-OK
Slab & Soil
4 thk x 8233 psi slab on grade. 750 psf Soil Bearing Pressure
Level Load**
I Story Force Story For Column Column Conn.
0.23-01K
Beam
Per Level
Beam Spcg
Brace Transv Longit. Axial Moment Moment
Connector
1 2,500 lb
60.0 in
36.0 in 244 lb 119 lb 3,260 lb 8,017 "# 7,062 "#
3 OK
7Snnlh
Gnn:..
non:.
pin
3 1,400 lb 60.0 in 48.0 in
40.7 iu l,yyu io b,b41 "# 5,328 "# 3 pin OK
418 lb 204 lb 720 lb 3,062 "# 2,154 "# 3 pin OK
-=Iola- Oo Ni-u-ct weigh[ per pair or Deams Total: 1,151 lb 562 lb
Notes
type b 5elect-airborne-revd.xl5 Page of 3/6/2025
Structural
Engineering & Design Inc.
1815 Wright Ave., La
CA 91750 Tel: 909.596.1361 Fax: 909.593.8561
APPENDIX
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
I
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type oryfoex.
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b l ` rffl
1f "watfs d:
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
x. r : rn
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Date:
CITY OF SANTA ANA
Planning and Building Agency
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CITY OF SANTA ANA
Planning and Building Agency
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Master ID:
Date:
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CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
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CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
CITY OF SANTA ANA
Planning and Building Agency
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Master ID:
Date:
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
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
$p+ectalizod Testing Proiect No. STCR9331 J
Dater
172120N
Type C.i` Servlt a
F'ieldlCoring
Job Address;
i tt tIV SergerstroM Ave,
Equipment Used
3 Diameter Care Bit
Senta Ana, CA 92704
... _.....
Job Name.
structural Engineering i
Tech nidiart(s) ;
Marco Macias
Design.:
Client Name:
Bob Sharifi
Area(s) Worked:
Warehouse Slab
sialized Testing inc took 3 core samples from the slab forcompressive strength testing. Samples were tested at least 5 days
being cored as per ASTM d421CWC1231 standards of core retrieval and testing. Repairs were made after core retrieval.
Table `t for core measurements.
LoWtIon I' rdinal Cora Moisture Conditioning
Core No, Cote Length. (in) Comments
(SeeAttodbirnent2) Diameter (In) History
1 Coll 4 Placed in seabed bag Cdmoressive strength data in
after e0 ing Attachment 4
C2 3 4,6
, placed in sealed bag Compressive strength data in
after coring Attachment 1
3 C33 laced in sea..16460g, Compressive strength data in
after caring Attachment 1
Results ra'leted only to the speclrtyens tested. Laboratory lesfs and.rss°00 reported herein mra performed thr Structural Engineering & Design
by Specialized Testing, Inc. (€Iba Specialized Testing), SpocialIzed.Tetting, Inc. authored this report using jobsite information submitted by
5truCt`ural Engineering & Design. Specialized Testing, Inc. employs the labrototy etlgln"r This report shall not be reproduced, except in full,
without written permission from Specialized Testing, Ina
Technfe an Signature: .
Approved By: 'VinC0. Benitez
Signed .For The Cotnpaany.
CITY OF SANTA ANA
Planning and Building Agency
��"�mRu�du�r+�t �4� istakr"�}paa:x�lrx�.
Specialized Testing Prgtect No. STCR93319
Attachment 1
RAW TO st:Dma
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
.Results related only to t* spedh7efis.ttsied. Laboratory tests and results reported herein were.:performed fo� StrucA tel Englneedng a Design
by Speclallzed Testing, inc, (dba Sp ialtzed Testing). Specialized' .Testing, Inc, authored this .report using jobslte Information submitted by
5trircttirel Engineering & Design. Spoclatized Testing; Inc, employs the labratory engineer. This report shalt not: bb meoroduced, except In full,
'Without written permission from Specialized Testing�.ih
CITY OF SANTA ANA
Planning and Building Agency
ISO
since
TEST SP90MEN AND COM PUSSIVE STRENOTH DATA S r ID:
R PROJECT DATA PERFORMED BY OTHER$ AND: NOT VOIF111110, BY LAB � Date:
PeoJoIdt NA!"at
Airborne S'ystarns North Atharlto
Inspection FirroarCill"U.
StrUctural Eoginearing.& OssIgn, -Inc,
11119000toeo LIMA" 14111"er'.
Oh File
Ihopector's NOM41
NR
job Address,..
3100 West SagerstrCirn AV$Ouq
NR
Santa Ana, CA
13*16"It Not
:NR
plaid Idiontme"atifflIh-
Nk
Cast bate.
0NI22025 pastrillixtion.
Plaid Cores
co"Orets suppillen
NA
sociffed rt - PSI..
For information only
AdmIxtare:
plaht.
NA
Cast Syr
OR
slump fcua . 114
mix *Osig" Noi.
NA
Wo(samplaw
Wr C"Unt 4=711
Ticket Number.:
NR
votat Yarrow.
NA
Alfe. Tamp (G110041;
Cast I MI* Time:
NR
CoftCraft 10*0 (C1064),
OF
NR
Not0st
NR
NR
= Not Reported. Results reliAe only to the tested specimens.
LABORATORY COMPRESSIVO ST.REN"14 DATA.091111 A$TU C42 AND C39
Date sp"Ifflons Received.. 02/12/2026 0q4#Pft1*fkt Usted: On File
Report Date: 02117/2025 AN of, Ittiolpmentl On File
T16chnition Name: Michael Ahduoko Vallbi / Recoi. 1000 On File
Test Data
specimen
Avis at Date
Time
SpatiMe"
DIMensio"02 . in.
Are*3
Avg
Lead
PIC
Break
trend tication
Usti Of
or
i
2 3 4 S 6
10
In2
Lbs.
PSI
lVpe4
WIRMW
MAWS)" crest
T60
N/d
-5 62/110026
4-:as Am
2,98
2198
4.17
4.17
1,40
6.07
65,396
...........
8,907
..... . .............. ....
a
1280311,;2
11
5 021,17/202.5
- ` - -
4148 AM
2198
- -
2,98
'
'4160
4,60
LS4
. .
15,97
5,9,270
0,150
3
—
128032,1.3
5 01n7/2626
4.,40 AM
.... . .............
1,
2.98
Z98
1
SAS
5.45
. . . . . . . ........ _..--I_-- . ......
1.83 6b7 53,240
71033
3
$-DAY Avg. fIt PSI.,
11423
Test SchodWla PftvldW by theilefit
�1 0 MOO 43 24 0 1041 Mr
% -�Clnno
0"'��"ZpVel A
C"11`100 feM, for hffl _ 1
4. amkvo wonatlo' Pat ASTM C39 no�'r. to, 6 Side Fracture PoInt
THE TEST RE$ULTS ARE FOR INfORMATIOWONLY
THE
Authoritaid Signature
Wbotatosy tew and tasots ropolt ct" & posionj int. by Speelblizod lbql IAC. (dbA Specialized Testing). Specialized Testing, Int, authONd MS. mptvri U ,.
hic- sftl�diltzdd Toadoo, th affililloys ttiO 14b&�toty orqlnoar.
,id herain were perfoftedforStm .
Intormatloh r5trudufa tvaindeflng 4 0wort, o report shall not be moNduced, eXcoot In full, With6kViddetf F*ftNSIW patfolload
IhAno, bit,
1060or Plonsor Ifoulov'W, ISORO 0 Onto Fe oodnovi California 106yo mt'01:0014
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
. pg,dalf ed Testing. Pr Iepj No,,,: h IRS.. O
Attachment 2:
E=
Results relatedurrfy to Me 400OWw MOW Laboratory tests ° and results reported her in mom performed for ,Structutal EngirteWng & Design
by Specialized Test, Inc fts Spede0a resting)'. Speclahzed resting, Inc, authored this repart using jab.51te intdrrttetiett submitted by
Structural' Engineering A Deg*. od'restfrtgr,, Inc. emplays the iebretury engineer, This repoa shaft not be reproduced, except in tuft,
Wthouat written permimlon from Spectsllxed Tostirlg, Inc,
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
pedal zed Testing Project No., StCR9,3,319
North
Not Drawn To O/
CITY OF SANTA ANA
Planning and Building Agency
�S'i�rt.gca.�+vl�txwr ma
�tn"rF
peclali ed Testing project No,, T R93311
Ire -Situ Picture;
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
Results related only to the spedihWO'tad. Laboratory tests and results roportodhorein wers firmed tor Strw raf r gineering'& Design
by Specialized 7'esft, irrc { ape feiized 'tin } tr nl It 7 sttn p. In aut t red this report using jabsite lrrrr,�tion subrnitt t by
Stfucturel EngirmerirV & 0e907. ,Specialized Inc. employs the febretery engineer: ''rhfs report shall not be reproduced, except in tall;.
Without written permission from Specialized -resting, Inc..
CITY OF SANTA ANA
Planning and Building Agency
Approved
FOR PERMIT ISSUANCE
Master ID:
Date:
pedall ed Testing,Project No. SICIR9331