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HomeMy WebLinkAbout652 E Dyer Rd- Racks - Plan 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 OFFICE LADDER ELECTRICAL PANEL DOCK DOORS EGRESS DOOR DOCK DOORS EGRESS DOOR EGRESS DOOR BUILDING INTRUSION EGRESS DOOR A A A A A A A A A A A A A A A A A A A A A A A A A A APEX DATUM A A A A N W E S FOR REFERENCE ONLY RE V DA T E DE S C R I P T I O N AU T H O R AP P R O V E D A 9/ 1 9 / 2 0 2 5 IN I T I A L R E L E A S E NM K NM K B 11 / 1 3 / 2 0 2 5 UP D A T E D L A Y O U T & E L E V A T I O N S NM K NM K C 12 / 1 7 / 2 0 2 5 RE L E A S E F O R P E R M I T T I N G NM K NM K D 1/ 3 0 / 2 0 2 6 UP D A T E D D E T A I L S NM K NM K FI L E N A M E : PR O J E C T N O : TH E D E S I G N S , C O N C E P T S , F E A T U R E S A N D I N F O R M A T I O N DE P I C T E D O R D E S C R I B E D I N T H I S D R A W I N G A R E O W N E D B Y AP E X W A R E H O U S E S Y S T E M S ( " A P E X " ) A N D C O N S T I T U T E CO N F I D E N T I A L I N F O R M A T I O N O F A P E X , W H E T H E R O R N O T SU B J E C T T O T H E T E R M S A N D C O N D I T I O N S O F A N Y S E P A R A T E NO N - D I S C L O S U R E O R C O N F I D E N T I A L I T Y A G R E E M E N T EX E C U T E D W I T H A P E X , I T B E I N G A C K N O W L E D G E D B Y T H E RE C I P I E N T O F T H I S D R A W I N G T H A T T H E F O R E G O I N G I S A CO N D I T I O N T O A P E X S H A R I N G T H I S D R A W I N G W I T H T H E RE C I P I E N T . A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 B C D E F G H I J K L M N O P Q R S T U 15 RE L E A S E F O R PE R M I T T I N G HO A G M E M O R I A L RA C K A D D I T I O N ME D L I N E 65 2 D Y E R R O A D SA N T A A N A , C A 9 2 7 0 5 -- - - ST O 2 5 - 0 3 3 1 5 3 ST O 2 5 - 0 3 3 1 5 3 - I 1 0 0 0 - C O V E R WW W . A P E X - C O S . C O M (8 4 4 ) 2 0 2 - 7 3 9 1 OA K B R O O K , I L DE N V E R , C O CH A R L O T T E , N C GR E E N V I L L E , S C SC A L E : *= 1 ' - 0 " SH E E T N A M E : I1 0 0 0 OVERALL PLAN VIEW PROJECT: HOAG MEMORIAL RACK ADDITION MEDLINE 652 DYER ROAD SANTA ANA, CA 92705 PROJECT NUMBER:STO25-033153 PROJECT NOTES: 1.ALLOWABLE LOAD CAPACITY IS BASED ON BEAM LOCATIONS AND UNIFORM LOADING AS SHOWN IN THE ELEVATIONS. RECONFIGURATION OF REARRANGEMENT OF THE STRUCTURE IS NOT ALLOWED WITHOUT WRITTEN APPROVAL FROM APEX. 2.MAXIMUM BEAM DEFLECTION IS BASED ON L/XXX LIMITING RATIO WHERE "L" REPRESENTS THE LENGTH OF THE BEAM IN INCHES AND "XXX" REPRESENTS A STANDARD VALUE OF 240 FOR PUSHBACK AND 180 FOR OTHER RACKING TYPES. 3.THE USER IS REQUIRED TO DISPLAY APPROPRIATE SIGNAGE INDICATING MAXIMUM PERMISSIBLE DESIGN LOADS IN A PROMINENT, UNOBSTRUCTED VIEWING POSITION. 4.ERECTION OF THE RACK STORAGE SYSTEM SHOULD BE PERFORMED BY A PROFESSIONAL RACKING INSTALLATION COMPANY THAT IS FAMILIAR WITH THE DESIGN AND ASSEMBLY OF THE SHOWN SYSTEM. 5.THE END USER SHALL BE RESPONSIBLE FOR ENSURING THAT THE STRUCTURAL DESIGN OF THE CONCRETE SLAB AND SUBGRADE IS ADEQUATE TO SUPPORT THE RACK POST LOADS. LOADS ARE AVAILABLE UPON REQUEST. 6.THE COMPONENTS FOR THE PROJECT ARE FULLY FABRICATED WELDED TRUSSES AND BEAMS. 7.THE RACK STRUCTURE ISTO BE ADDED TO AN EXISTING BUILDING. IT IS DESIGNED AS A FREE STANDING STRUCTURE AND IS NOT TIED TO THE BUILDING. 8.THE USER SHALL ENSURE THAT STORAGE OF PRODUCTS DOES NOT PROHIBIT OR IMPEDE ACCESS TO ANY EXITS OR MAIN AISLES AND THT ALL EGRESS TRAVEL IS MAINTAINED AS PER APPLICABLE FIRE AND BUILDING CODE REQUIREMENTS. 9.THE USER SHALL ENSURE THAT ALL FIRE PROTECTION REQUIREMENTS SUCH AS, BUT NOT LIMITED TO, FLUE SPACES, SPRINKLER HEAD CLEARANCES, HOSE CONNECTIONS, AND FIRE EXTINGUISHERS COMPLY WITH APPLICABLE FIRE CODES BASED ON THE STORAGE SYSTEM PROVIDED IN CONJUNCTION WITH THE COMMODITIES BEING STORED. 10.OTHER MECHANICAL, ELECTRICAL, PLUMBING, FIRE SUPPRESSION, EGRESS, AND APPLICABLE LIFE AND SAFETY ISSUES TO BE PROVIDED, PERMITTED, AND INSTALLED BY OTHERS IN CONFORMANCE WITH APPLICABLE LOCAL BUILDING CODES. 11.STORAGE RACK CAPACITIES ARE BASED ON RACKS BEING IN NEW CONDITION AND FREE OF ANY DAMAGE. DAMAGED STORAGE RACKS MUST BE IMMEDIATELY PUT OUT OF SERVICE AND REPAIRED OR REPLACED. ERECTOR NOTES: 1.INSTALLER MAY NOT FIELD WELD OR MODIFY ANY SYSTEM COMPONENT UNLESS SPECIFIED BY INSTALLATION DRAWINGS OR APPROVED BY APEX. 2.ALL FRAMES & POSTS ARE TO BE PLUMB. ALL BAYS ARE TO BE SQUARE. 3.ALL LOCATION DIMENSIONS ARE TO THE CENTERLINE OF THE BUILDING COLUMNS., OUTSIDE EDGE OF UPRIGHT FRAME AND POSTS AND TO THE TOP OF SUPPORT BEAMS AND CATWALK BEAMS UNLESS OTHERWISE NOTED. 4.ALL VERTICAL DIMENSIONS SHOULD BE TAKEN FROM THE TOP OF SLAB. BOTTOM OF BASEPLATE IF SHIMMED. 5.INSTALLER TO VERIFY AND CONFIRM THE SCOPE OF WORK, LOCATION OF INSTALL, AND VERIFY ALL LOCATION DIMENSIONS PRIOR TO START OF ANY WORK. 6.INSTALLER IS TO SET UP ONE BAY FOR APPROVAL & SIGN OFF BY APEX AND/OR CLIENT REPRESENTATIVE PRIOR TO COMPLETION OF INSTALLATION. APPROVAL & SIGN OFF INCLUDES RACK POSITION AND BACK CONFIGURATION AND IS NECESSARY TO PREVENT COSTLY SYSTEM RECONFIGURATION. 7.ALL VERTICAL DIMENSIONS ARE TO THE BOTTOM OF THE BASE PLATE. 8.THE STARTER BAY OF EACH ROW MUST BE ANCHORED TO THE FLOOR TO ENSURE PROPER PLACEMENT OF THE RACK TO THE FLOOR. THE STARTER BAY IS TO TO BE SQUARE AND PLUMB BEFORE CONTINUING ANCHORAGE OF THE REMAINING BAYS. SHIMS ARE TO BE USED TO ENSURE PLUMB INSTALLATION. 9.ANCHORS MUSY NOT BE INSTALLED CLOSER THAN THE RECOMMENDED MINIMUM EDGE DISTANCE TO A FREE OR CUT EDGE OR POUR STOP. 10.ANCHORS MUST BE INSTALLED WITHIN 5 DEGREES OF VERTICAL AND IN ACCORDANCE TO THE MANUFACTURERS WRITTEN INSTALLATION PROCEDURES. PROCEDURES ARE AVAILABLE UPON REQUEST. 11.AS A GUIDE FOR BEAM TO COLUMN INSTALLATION, TIGHTEN FROM BOLT HEAD SIDE TO A TORQUE RANGE OF 45 TO 80 FT-LBS. 12.ALL BOLTS MUST BE SECURELY FASTENED WITH THE NUT PROPERLY ENGAGED. PROPER ENGAGEMENT WILL RESULT IN ONE FULL THREAD EXTENDING BEYOND THE NUT EDGE. 13.ATTACHMENT OF A NOTCHED BEAM WILL RESULT IN THE BOLT HEAD NOT BEING FLUSH WITH THE BEAM. THE HEAD OF THE BOLT WHEN PROPERLY TIGHTENED WILL REMAIN ON A SLIGHT ANGLE. SEE PROVIDED DETAIL AND USE TORQUE SPECIFICATIONS FOR PROPER TIGHTENING. DESIGN CRITERIA LOADING:SEE ELEVATION VIEWS SPECIFICATIONS: 2024 INTERNATIONAL BUILDING CODE (2025 CALIFORNIA BUILDING CODE) 2012 ANSI/RMI MH16.1 SPECIFICATION FOR INDUSTRIAL STEEL STORAGE RACKS 2016 AISC LRFD DESIGN SPECIFICATIONS RACK TYPE:ROLL FORMED SELECTIVE RACK MATERIAL SPECIFICATIONS: FLOOR SLAB:3,000 PSI MIN; 6" MIN SLAB THICKNESS SEISMIC PARAMETERS: LATITUDE = 33.707; LONGITUDE = -117.857 S1 = 0.4551 SS = 1.2701 SDS = 0.5598 SD1 = 1.0161 IMPORTANCE FACTOR (Ip):1.0 PUBLIC ACCESS:NOT ALLOWED DRAWING INDEX SHEET NUMBER REVISION DATE SIZE DRAWING TITLE I1000 D 1/30/2026 D COVER SHEET S1000 C 1/30/2026 D OVERALL PLAN S2000 D 1/30/2026 D OPTION 1 PLAN S3000 D 1/30/2026 D ELEVATION 42"D x 192"H Upright w/ 5" x 8" base plates 36 18" row spacers 54 Row Spacer Hardware 54 144" Long x 5" Tall (44D) Beams w/ 3 pin end plate - Orange 120 42"L Crossbars - Double Flanged or Hat Style 360 48" Long - End of Row Protector (Left)6 48" Long - End of Row Protector (Right)6 BUILDING INFORMATION CONSTRUCTION TYPE: TYPE III-B, CONCRETE TILT-UP OCCUPANCY: WAREHOUSE: S-1 OFFICE: B BUILDING HEIGHT: 35' SCOPE OF WORK: WE WILL BE INSTALLING 30 BAYS OF SELECTIVE RACK, ALONG WITH END OF ROW PROTECTORS AT THE END OF ROWS. THE FRAMES ARE 16' TALL, WITH 2 BEAM LEVELS AT 7' AND 14' FROM THE GROUND IN EACH BAY. EACH BEAM LEVEL WILL RECEIVE 6 CROSSBARS TO SUPPORT PALLETS. ALL ROW SPACERS ARE 18" LONG AND THERE ARE 3 ROW SPACERS PER LOCATION. EACH BASE PLATE WILL RECEIVE 2 SD2 ANCHORS WITH A MINIMUM EMBEDMENT OF 3-3/4" EXP. 6/30/2026 01/30/2026 OFFICE LADDER ELECTRICAL PANEL DOCK DOORS EGRESS DOOR DOCK DOORS EGRESS DOOR EGRESS DOOR BUILDING INTRUSION EGRESS DOOR MAGNETIC NORTH N W E S RE V DA T E DE S C R I P T I O N AU T H O R AP P R O V E D A 12 / 2 2 / 2 0 2 5 IN I T I A L R E L E A S E NM K NM K B 1/ 2 6 / 2 0 2 6 UP D A T E D D E T A I L S NM K NM K C 1/ 3 0 / 2 0 2 6 UP D A T E D D E T A I L S NM K NM K FI L E N A M E : PR O J E C T N O : TH E D E S I G N S , C O N C E P T S , F E A T U R E S A N D I N F O R M A T I O N DE P I C T E D O R D E S C R I B E D I N T H I S D R A W I N G A R E O W N E D B Y AP E X W A R E H O U S E S Y S T E M S ( " A P E X " ) A N D C O N S T I T U T E CO N F I D E N T I A L I N F O R M A T I O N O F A P E X , W H E T H E R O R N O T SU B J E C T T O T H E T E R M S A N D C O N D I T I O N S O F A N Y S E P A R A T E NO N - D I S C L O S U R E O R C O N F I D E N T I A L I T Y A G R E E M E N T EX E C U T E D W I T H A P E X , I T B E I N G A C K N O W L E D G E D B Y T H E RE C I P I E N T O F T H I S D R A W I N G T H A T T H E F O R E G O I N G I S A CO N D I T I O N T O A P E X S H A R I N G T H I S D R A W I N G W I T H T H E RE C I P I E N T . A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 B C D E F G H I J K L M N O P Q R S T U 15 RE L E A S E F O R PE R M I T T I N G HO A G M E M O R I A L RA C K A D D I T I O N ME D L I N E 65 2 D Y E R R O A D SA N T A A N A , C A 9 2 7 0 5 -- - - ST O 2 5 - 0 3 3 1 5 3 ST O 2 5 - 0 3 3 1 5 3 - S 1 0 0 0 - O V E R A L L P L A N WW W . A P E X - C O S . C O M (8 4 4 ) 2 0 2 - 7 3 9 1 OA K B R O O K , I L DE N V E R , C O CH A R L O T T E , N C GR E E N V I L L E , S C SC A L E : *= 1 ' - 0 " SH E E T N A M E : S1 0 0 0 SCALE: OVERALL PLAN VIEW 3/32" = 1' - 0" 31'-11"56'-0"55'-2" 55 ' - 0 " 55 ' - 0 " 59 ' - 4 " 63'-8" EXP. 6/30/2026 01/30/2026 OFFICE LADDER ELECTRICAL PANEL DOCK DOORS EGRESS DOOR DOCK DOORS EGRESS DOOR EGRESS DOOR BUILDING INTRUSION EGRESS DOOR A A A A A A A A A A A A A A A A A A A A A A A A A A APEX DATUM A A A A N W E S FOR REFERENCE ONLY RE V DA T E DE S C R I P T I O N AU T H O R AP P R O V E D A 9/ 1 9 / 2 0 2 5 IN I T I A L R E L E A S E NM K NM K B 11 / 1 3 / 2 0 2 5 UP D A T E D L A Y O U T & E L E V A T I O N S NM K NM K C 12 / 1 7 / 2 0 2 5 RE L E A S E F O R P E R M I T T I N G NM K NM K D 1/ 3 0 / 2 0 2 6 UP D A T E D D E T A I L S NM K NM K FI L E N A M E : PR O J E C T N O : TH E D E S I G N S , C O N C E P T S , F E A T U R E S A N D I N F O R M A T I O N DE P I C T E D O R D E S C R I B E D I N T H I S D R A W I N G A R E O W N E D B Y AP E X W A R E H O U S E S Y S T E M S ( " A P E X " ) A N D C O N S T I T U T E CO N F I D E N T I A L I N F O R M A T I O N O F A P E X , W H E T H E R O R N O T SU B J E C T T O T H E T E R M S A N D C O N D I T I O N S O F A N Y S E P A R A T E NO N - D I S C L O S U R E O R C O N F I D E N T I A L I T Y A G R E E M E N T EX E C U T E D W I T H A P E X , I T B E I N G A C K N O W L E D G E D B Y T H E RE C I P I E N T O F T H I S D R A W I N G T H A T T H E F O R E G O I N G I S A CO N D I T I O N T O A P E X S H A R I N G T H I S D R A W I N G W I T H T H E RE C I P I E N T . A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 B C D E F G H I J K L M N O P Q R S T U 15 RE L E A S E F O R PE R M I T T I N G HO A G M E M O R I A L RA C K A D D I T I O N ME D L I N E 65 2 D Y E R R O A D SA N T A A N A , C A -- - - ST O 2 5 - 0 3 3 1 5 3 ST O 2 5 - 0 3 3 1 5 3 - S 2 0 0 0 - O P T I O N 1 WW W . A P E X - C O S . C O M (8 4 4 ) 2 0 2 - 7 3 9 1 OA K B R O O K , I L DE N V E R , C O CH A R L O T T E , N C GR E E N V I L L E , S C SC A L E : *= 1 ' - 0 " SH E E T N A M E : S2 0 0 0 SCALE: OPTION 1 PLAN 3/32" = 1'-0" 28 ' - 7 " C L R R E F 1' - 6 " T Y P . R O W S P A C E R 13 ' - 0 " 17 ' - 3 1 / 8 " C L R R E F (5) BAYS @ 147" C.C. + 3" = 61'-6" 29'-5 3/16" CLR. REF. 13 ' - 0 " 49'-8 11/16" CLR REF BAY TYPE # OF BAYS PALLETS PER BAY TOTAL PALLETS A 30 9 270 4" 8 3/4" EXP. 6/30/2026 01/30/2026 84 " 84 " FRONT VIEW SELECTIVE RACK 12" 74" 148" -NOTE: CROSSBARS (6) 3000LBS PER LEVEL CROSSBARS (6) 3000LBS PER LEVEL 5" BE A M 84" 168" - - 192" 5" BE A M N W E S FOR REFERENCE ONLY RE V DA T E DE S C R I P T I O N AU T H O R AP P R O V E D A 9/ 1 9 / 2 0 2 5 IN I T I A L R E L E A S E NM K NM K B 11 / 1 3 / 2 0 2 5 UP D A T E D L A Y O U T & E L E V A T I O N S NM K NM K C 12 / 1 7 / 2 0 2 5 RE L E A S E F O R P E R M I T T I N G NM K NM K D 1/ 3 0 / 2 0 2 6 UP D A T E D D E T A I L S NM K NM K FI L E N A M E : PR O J E C T N O : TH E D E S I G N S , C O N C E P T S , F E A T U R E S A N D I N F O R M A T I O N DE P I C T E D O R D E S C R I B E D I N T H I S D R A W I N G A R E O W N E D B Y AP E X W A R E H O U S E S Y S T E M S ( " A P E X " ) A N D C O N S T I T U T E CO N F I D E N T I A L I N F O R M A T I O N O F A P E X , W H E T H E R O R N O T SU B J E C T T O T H E T E R M S A N D C O N D I T I O N S O F A N Y S E P A R A T E NO N - D I S C L O S U R E O R C O N F I D E N T I A L I T Y A G R E E M E N T EX E C U T E D W I T H A P E X , I T B E I N G A C K N O W L E D G E D B Y T H E RE C I P I E N T O F T H I S D R A W I N G T H A T T H E F O R E G O I N G I S A CO N D I T I O N T O A P E X S H A R I N G T H I S D R A W I N G W I T H T H E RE C I P I E N T . A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 B C D E F G H I J K L M N O P Q R S T U 15 RE L E A S E F O R PE R M I T T I N G HO A G M E M O R I A L RA C K A D D I T I O N ME D L I N E 65 2 D Y E R R O A D SA N T A A N A , C A -- - - ST O 2 5 - 0 3 3 1 5 3 ST O 2 5 - 0 3 3 1 5 3 - S 3 0 0 0 - E L E V S WW W . A P E X - C O S . C O M (8 4 4 ) 2 0 2 - 7 3 9 1 OA K B R O O K , I L DE N V E R , C O CH A R L O T T E , N C GR E E N V I L L E , S C SC A L E : *= 1 ' - 0 " SH E E T N A M E : S3 0 0 0 144"42" 18" 42" ALL CROSS BARS ARE TO RECEIVE (2) TEK SCREWS PER ITEM (ZIG ZAG TEKS) SEE DETAIL A FOR TEK SCREW TYPE (1) 1/4" x 3/4" TEK SCREW @ REAR (OPPOSITE CORNER THAN FRONT) (1) 1/4" x 3" TEK SCREW @ FRONT (OPPOSITE CORNER THAN REAR) SCALE: CROSS BAR INSTALLATION - PLAN VIEW (TEK REQUIREMENTS) 1/16" = 1'-0" 144" 12"30"30"30"15"15"12" 40"40"40" 5"5"7"7" SCALE: CROSS BAR INSTALLATION - 144" BAY 1/32" = 1'-0" 0.413" 5/16" Hex 0.151"3/4" 0. 1 9 0 " 1/4" #10-16 THREAD DRILL POINT #3 SCALE:A STANDARD TEK-SCREW 1.5" = 1' - 0" ELFCO PART# #10x34HWHTEK-1 DESCRIPTION: #10 x 3/4" LG. HWH TEK-3, ZINC PLATED SELF DRILLING SCREW FLUE SPACE RACK PROTECTION TO BE INSTALLED 1/4" AWAY FROM THE BASE PLATE. SCALE: END OF ROW PROTECTOR DETAIL - SINGLE WIDE 3/32" = 1'-0" 3/4"Ø x 7" LG. EXP. ANCHOR, MINIMUM EMBEDMENT 5-1/2". 42" FRAME 42" FRAME 1/ 4 " FLUSH 1/ 4 " FLUSH 12 " 5. 5 " M I N . EM B E D M E N T 8" 5" 1/ 8 " S H I M A S R E Q ' D 3/ 8 " B A S E P L A T E 3- 3 / 4 " M I N E M B E D M E N T (2) 1 2"Ø x 5 1/2" LG. ANCHOR POWERS SD2 STYLE W/ MIN. EMBEDMENT OF 3 3/4" FRONT VIEW TOP VIEW SCALE: ANCHOR DETAIL 1 1/4" = 1'-0" 1 S3000 19 2 " SCALE: STD. FRAME 1/2" = 1' - 0" NOTE: See calculation report for required materials and their connections. EXP. 6/30/2026 01/30/2026 7 8 4 5 4 5 1 6 652 EAST DYER ROAD 3 4 5 3 2 2 9' - 0 " 8' - 0 " 9' - 0 " 18'-0" AS NOTED Sheet No. Project Agency Plan Check / Permit No. Petersen Design Project No. Consultant 5082.1 652 East Dyer Road Santa Ana, CA 92705 DYER WAREHOUSE Staging & Set-Up Space Tenant Improvements Sheet Title Revision / Submittal History Scale Status . architecture + planning Agency Approval Petersen Design Architects, Inc. 333 El Camino Real #201, Tustin, CA 92780 M: 714.904.6720 E: mike@mpdarch.com www.mpdarch.com Architect's Stamp 10/31/25 Plan Check Submittal . 01/06/26 BLDG P/C Corrections A-0.1 SITE ACCESSIBILITY PLAN NO SCALEREFERENCE PLAN - EXISTING CONDITIONS ACCESSIBLE PATH OF TRAVEL FROM ACCESSIBLE PARKING STALLS TO BUILDING ENTRANCE (E) STD/VAN ACCESSIBLE PARKING SIGNAGE PER DETAIL 18/A-0.1 (E) ACCESSIBLE PARKING STALL PER DETAIL 23/A-0.1 (E) TRUNCATED DOMES PER DETAIL 25/A-0.1 ACCESSIBLE PATH OF TRAVEL 6 4 3 2 1 GENERAL NOTES KEYNOTES LEGEND (E) PRIMARY ENTRANCE TO BUILDING: - THRESHOLD PER DETAIL 03/G-0.0 - SIGNAGE PER DETAIL 19/A-0.1 (E) CURB CUT PER DETAIL 20/A-0.1 (SIM.) 5 PROJECT WORK AREA: FIRST FLOOR (E) ACCESSIBLE PARKING SIGNAGE PER DETAIL 18/A-0.17 8 (E) ROUTE TO PUBLIC STREET: - 48" MIN WIDTH - 5% MAX RUNNING SLOPE - 2% MAX CROSS SLOPE 1.REFER TO SHEET G-0.0 FOR GENERAL ACCESSIBILITY NOTES. SITE PLAN: Existing Accessibility 60 " INTERNATIONAL SYMBOL OF ACCESSIBILITY 22" MINIMUM AREA OF SIGN TO BE A MIN. OF 70 SQ. IN. REFLECTORIZED SIGN CONSTRUCTED OF PORCELAIN STEEL WITH BEADED TEXT OR EQUAL COLORS: WHITE BLUE PARKING ONLY MINIMUM FINE $250 MINIMUM FINE $250 1/2" RADIUS (TYP.) 1/2" RADIUS (TYP.) VAN ACCESSIBLE 17" MINIMUM PARKING ONLY WARNING SIGNS REGARDING UNAUTHORIZED USE OF ACCESSIBLE PARKING SPACES SHALL BE POSTED IN A CONSPICUOUS PLACE AT EACH ENTRANCE TO OFF-STREET PARKING FACILITIES, OR IMMEDIATELY ADJACENT TO AND VISIBLE FROM EACH ACCESSIBLE SPACE. WARNING SIGNAGE SHALL BE NOT LESS THAN 17 INCHES X 22 INCHES IN SIZE WITH LETTERING NOT LESS THAN 1 INCH IN HEIGHT, 80 " M I N I M U M 80 " M I N I M U M 80 " M I N I M U M 17 " M I N I M U M 22 " M I N I M U M (2.3" - 2.4") 2.35". (2.3" - 2.4") 2.35". 2 1/2" SECTION VIEW (2.3" - 2.4") 2.35" TYP. SEAL FLUSH PLAN VIEW PERIMETER INSTALLATION DETAIL NOTES: 1. TRUNCATED DOMES SHALL CONTRAST VISUALLY WITH ADJACENT WALKING SURFACE, EITHER LIGHT-ON-DARK OR DARK-ON-LIGHT. RECESSED APPLICATION 2. DETECTABLE WARNING SURFACES SHALL BE YELLOW FS33538 OF FEDERAL STANDARD 595C. 3. EXCEPT AT CURB RAMPS, ISLANDS, AND CUT- THROUGH MEDIANS, DETECTABLE WARNING SURFACES SHALL DIFFER FROM ADJOINING SURFACES IN RESILIENCY OR SOUND-ON-CANE CONTACT. SURFACE APPLICATION 1/4" x 1 1/2" LG STAINLESS STEEL TAMPERPROOF EXPANSION ANCHOR PART NO. AT SS-1 1/4" MAX GAP PREFABRICATED TRUNCATED DOMES FOR RECESSED APPLICATION 0.65" MIN (2.3" - 2.4") 2.35".APPLY POLYURETHANE SEALANT AT PERIMETER OF TILE AFTER FASTENING. TOOL SMOOTH TO BLEND TILE EDGE WITH ADJACENT SURFACE (2 . 3 " - 2 . 4 " ) 2. 3 5 " T Y P . (0 . 9 0 " - 0 . 9 2 " ) 0. 9 1 " T Y P . 0. 6 5 " M I N . (0 . 4 5 " - 0 . 4 7 " ) 0. 4 6 " T Y P . (0 . 1 8 " - 0 . 2 2 " ) 0. 2 " . NOTE: CURB RAMPS SHALL HAVE A TRUNCATED DOMES 36" FROM EDGE OF PAVEMENT. SEE DETAIL THIS SHEET. REFER TO DETAIL 25/- UNAUTHORIZED VEHICLES PARKED IN DESIGNATED ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING PLACARDS OR SPECIAL LICENSE PLATES ISSUED FOR PERSONS WITH DISABILITIES WILL BE TOWED AWAY AT OWNER'S EXPENSE. TOWED VEHICLES MAY BE RECLAIMED AT _____________ OR BY TELEPHONING _____________. UNAUTHORIZED VEHICLES PARKED IN DESIGNATED ACCESSIBLE SPACES NOT DISPLAYING DISTINGUISHING PLACARDS OR SPECIAL LICENSE PLATES ISSUED FOR PERSONS WITH DISABILITIES WILL BE TOWED AWAY AT OWNER'S EXPENSE. TOWED VEHICLES MAY BE RECLAIMED AT ________________ OR BY TELEPHONING ________________ NOTES: ALL ACCESSIBLE ENTREES HAVE: A.A MIN. 5"x5" INTERNATIONALSYMBOL OF ACCESSIBILITY DISPLAYED ON THE LATCH SIDE OF THE DOOR. CBC 1117B.5.7 B.INTERNATIONAL SYMBOL OF ACCESSIBILITY IS MOUNTED 60" IN HEIGHT ABOVE THE LANDING. CBC 1117B.5.7 C.DIRECTIONAL SIGNS TO ACCESSIBLE BUILDING ENTRANCES AND FACILITIES ARE POSTED AS NECESSARY. CBC 1117B.5.8 25 TRUNCATED DOMES NO SCALE 20 ACCESSIBLE CURB RAMP NO SCALE 19 ENTRANCE SIGNAGE NO SCALE 23 ACCESSIBLE PARKING SPACE NO SCALE 18 ACCESSIBLE PARKING SIGNAGE NO SCALE ENLARGED ACCESSIBLE PARKING PLAN REFERENCE PLAN - EXISTING CONDITIONS04 EXIT 93'-8" EGRESS (< 300'-0") 93'-8" CPOT (< 100'-0") EXIST RREXIST RREXIST STOR EXIST ELEC EXIST OFFICE AREA EXIST WAREHOUSE AREA STAGING & SET-UP 100 ROOF ACCESS 101 EXIST RREXIST RR EXIT EXITEXIT EXIT EXIT 70-2" EGRESS (< 300'-0") 104-0" EGRESS (< 300'-0") 109'-0" EGRESS (< 300'-0") 78'-4" EGRESS (< 300'-0") 70-2" EGRESS (< 300'-0") 104-0" EGRESS (< 300'-0") 73'-8" EGRESS (< 300'-0") 80'-6" CPOT (< 100'-0") EXIST OFFICE AREA EXIST RREXIST RR Sheet No. Project Agency Plan Check / Permit No. Petersen Design Project No. Consultant 5082.1 652 East Dyer Road Santa Ana, CA 92705 DYER WAREHOUSE Staging & Set-Up Space Tenant Improvements Sheet Title Revision / Submittal History Scale Status . architecture + planning Agency Approval Petersen Design Architects, Inc. 333 El Camino Real #201, Tustin, CA 92780 M: 714.904.6720 E: mike@mpdarch.com www.mpdarch.com Architect's Stamp 10/31/25 Plan Check Submittal . 01/06/26 BLDG P/C Corrections A-0.2 AS NOTED GENERAL NOTES KEYNOTES 1 2 (E) COLUMN OCCUPANCIES Warehouse S-1 Office B OLF (TABLE 1004.5) Warehouse 500 Gross Storage Office 150 Gross Business AREAS Warehouse (Existing)15,564 SF Office 1,724 SF Office (Mezzanine)1,712 SF OCCUPANTS Warehouse (Existing)15,564 /500 =31.1 >>32 Office 1,724 /150 =11.5 >>12 Office (Mezzanine)1,712 /150 =11.4 >>12 TOTAL OCC. LOAD 63 Non-occupied accessory support spaces (E) DOCK LEVELLERS Tactile exit signs exist at the following locations: 1.A tactile exit sign with the word "EXIT" identifies each grade level exterior exit door. Within project area: 1.All exit signage lighting shall be per code, contractor to verify existing complies or upgrade to compliance. Exit signs shall be internally or externally illuminated at all times. 2.For allowable travel distances, existing fire sprinkler system shall be confirmed by contractor to be in compliance with sec. 903.3.1.2 or contractor to upgrade. 3.Post maximum occupancy loads in all accessory assembly spaces per CBC Sec. 1004.3. 4.Door handles and operating devices shall be installed 34 inches minimum and 44 inches maximum above the finish floor. 5.The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. in the event of power supply failure, an emergency electrical system shall automatically illuminate all of the following areas: a. Aisles, corridors, and exit access stairways and ramps in rooms and spaces requiring two or more means of egress; b. Interior exit access stairways and ramps, interior and exterior exit stairways and ramps, exit passageways, vestibules and areas on the level of discharge used for exit discharge, and exterior landings for exit doorways that lead directly to the exit discharge in buildings that require two or more means of egress; c. Electrical equipment rooms, fire command centers, fire pump rooms, generator rooms, and public restrooms with an area greater than 300 square feet. 6.The means of egress serving a room or space shall be illuminated at all times that the room or space is occupied. 7.Walking surfaces of the means of egress shall have a slip-resistant surface and be securely attached. Refer to Sheet G-0.0 for General Accessibility Notes. LEGEND INDICATES AREA NOT IN SCOPE, N.I.C. PROJECT AREA SCOPE OF WORK COMMON PATH OF TRAVEL WITH 44" MIN. AISLE WIDTH PER SEC. 1017 AND SEC. 11B 403.5.1 EXCPT. 4. BLDG. STD. EXIT SIGN DIRECT SINGLE / DOUBLE FACE - TIED TO BUILDING EMERGENCY CIRCUIT. SEE PLANS FOR ARROWS EGRESS PATH OCCUPANT LOAD CALCULATION EXITS REQUIRED 2 3 (E) ROOF DRAIN PIPES 4 5 (E) ELEC PANELS (E) LADDER TO ROOF 6 TACTILE SIGN "EXIT" PER DETAIL 10/G-0.0 Warehouse (Project Area)3,278 SF Warehouse (Project Area)3,278 /500 =6.6 >>7 ACCESSIBLE PATH OF TRAVELFROM MAIN ENTRANCE 7 (E) PR DOORS 6'-0"W X 8'-0"H 8 (E) DOOR 3'-0"W X 7'-0"H 9 MAINTAIN 44"W CLEAR EGRESS PATH, TYP CODE ANALYSIS PLAN - FIRST FLOOR SCALE: 1/8" = 1'-0" CODE ANALYSIS PLAN 1 4 2 2 5 63 SECOND FLOOR SCALE: 1/8" = 1'-0" 7 8 9 EXP. 6/30/2026 12/22/2025 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL Approved FOR PERMIT ISSUA CE TABLE OF CONTENTS Master ID: 1. Project Information '- `` 3 2. General Notes 3 3. Governing Codes 4 4. Materials 4 5. Load Combinations 4 6. Rack Configuration 5 7. Fundamental Period 6 8. Down Aisle Base Shear 6 9. Cross Aisle Base Shear 6 10. Seismic Separation 7 11. Roll Formed Beam Analysis at 84" 8 12. Connection Analysis at 84" 11 13. Roll Formed Column Analysis - Front Segment #1 12 14. Roll Formed Column Analysis - Back Segment #1 16 15. Roll Formed Brace Analysis - H #1 20 16. Roll Formed Brace Analysis - D #1 22 17. Base Plate Analysis 24 18. Anchor Analysis 25 19. Concrete Slab Analysis 28 Appendix 1. Rack Configuration 29 Appendix 2. Seismic Load Calculations 30 Appendix 3. Cross Aisle Overturning Calculations 31 Appendix 4. Load Summary 32 Appendix 5. Design Summary Results 33 Made by OneRack 2 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 1. PROJECT INFORMATION Project Name: HOAG MEMORIAL Project Number: 11766 Project Address: 652 DYER RD Santa ana, CA, 92705 Engineer of Record: Jordan Tlumak, P.E. Public Access: Closed to Public Wind Exposure: No Essential Facility: No Storage Type: Non -hazardous Material Risk Category: II Importance Factor, Ip: 1 Soil Site Class: D (Default) Si: 0.4552 Ss: 1.2702 Spi: 0.5598 Sps: 1.0161 Seismic Design Category: D 2. GENERAL NOTES Approved FOR PERMIT ISSUAIICE Master ID: Date: 3.1 The scope of structural engineering for this project consists only of the racking system. It does not cover the surrounding building, existing racks or any life safety conditions such as egress, occupancy and fire protection. 3.2 Means and methods of construction are the sole responsibility of the general contractor. Racks are considered unstable until all structural elements have been fully connected. 3.3 Installation shall be in accordance with governing codes and RMI MH16.1 -12. 3.4 All welding shall conform to AWS D1.1, "Structural Welding Code -Steel". 3.5 Results shown in this report are sample calculations taken from a complete and comprehensive analysis considering all structural elements. Every rack elevation and their members have been analyzed in the same manner as shown under all load cases and combinations per governing codes. Made by OneRack 3 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 3. GOVERNING CODES 2022 California Building Code RMI MH16.1 -12 Specification for Industrial Steel Storage Racks ASCE 7 -16 Minimum Design Loads for Buildings and Other Structures AISC 360 -16 Steel Construction Manual,14th Edition AISI S100 -16 North American Standard for the Design of Cold Formed Steel ACI 318 -19 Building Code Requirements for Structural Concrete 4. MATERIALS Columns: A1011 HSLAS, Grade 55-2 (Fy = 55ksi, Fu = 65ksi) Beams: A1011 HSLAS, Grade 55-2 (Fy = 55ksi, FU = 65ksi) Braces: A1011 HSLAS, Grade 55-2 (Fy = 55ksi, Fu = 65ksi) Connection Pins: C1010 Rivet (F, = 52.9ksi) 5. LOAD COMBINATIONS D + P (Deflection, L/180) 1.2D + 1.4P (Product Load) (1.2 + 0.2Sps)D + (1.2 + 0.2Sps)0.7P + / — pE (0.9 — 0.2Sps)D + (0.9 — 0.2Sps)0.67PrfP + / — pE (0.9 0.2Sps)D + (0.9 0.2Sps)0.67P + / E (0.9 — 0.2Sps)D + (0.9 — 0.2Sps)P +/ — E Approved FOR PERMIT ISSUAIICE Master ID: Date: (Seismic Gravity) (Seismic Uplift) (Overturn Check, RMI 2.6.9.1) (Overturn Check, RMI 2.6.9.2) Made by OneRack 4 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 6. RACK CONFIGURATION — A-BTB 192' 2,r 168' 84' 84' 84' 0' 1µ• 6.1 Structural Design Parameters Design Factors: LRFD Design Method: Effective Length Method Analysis Type: 1st Order Dead Load Factor: 0.05 Elastic Modulus Reduction Factor: I 48' 4W 1w w 7.75 Approved I FOR PERMIT ISSUAI]CE Master ID: Date: /777777-117- 4r it 4Y 6.2 Rack Design Parameters PDA=1 PCA=1 RDA =6 RCA = 4 Back -to -Back: Yes Base Fixity: 3000 k-in/rad Brace End Fixity: Pinned Beam End Fixity: See Appendix Made by OneRack 5 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 7. FUNDAMENTAL PERIOD Approved FOR PERMIT ISSUAIICE The fundamental period, T was calculated using the Rayleigh -Ritz method as Bugg sted in RMI MH16.1-12 Master ID: commentary. A first order linear analysis was performed to determine lateral drifts .QWry shelf level in each principal direction. The fundamental period is calculated by: T=2n Wi'L2 g E FiAi Ws = 0.67P + D Wxhx Cx = ED WIhi Fx = CxWs Down Aisle Fundamental Period: TDA=1.3039 sec Cross Aisle Fundamental Period: TcA = 0.2793 sec H. DOWN AISLE BASE SHEAR, VDA Ip = 1 TDA=1.3039 Prf,DA = 1 SDI = 0.5598 SDs=1.0161 Ws,DA = 4,320 Cs,DA = Max I Min ( SDI SD51 0.044SDsl = 0.1073 \TDARDA RDA) VDA = Cs,DAIpWs,DA = 463.6688 9. CROSS AISLE BASE SHEAR, VCA Ip = 1 TcA = 0.2793 Prp CA =1 SDI = 0.5598 SDs=1.0161 Ws,CA = 4,320 SDS Cs,CA = Max Min TCA SDI I SDSRCA) 0.044SD5 = 0.254 VCA = Cs,CAIPWs,CA = 1, 097.437 Made by OneRack 6 CITY OF SANTA ANA Planning and Building Agency Project Number: 251214 HOAG MEMORIAL Approved 10. SEISMIC SEPARATION FOR PERMIT ISSUA ICE The minimum separation distance between the rack structure and the building str cture is equal to the Master ID: total deflection, 6X. Date: But no greater than: 0.05htotoi for Down Aisle direction 0.02htotai for Cross -Aisle direction Where htotai =168in 10.1 DOWN AISLE SEISMIC SEPARATION Cd,DA = 5.5 0xe = 2.5194in C __ 1p = 13.8564in CSx,pA I P Check 0.05(168) = 8.4in >_ 13.8564in Therefore, C)x,DA = 8.4 10.2 CROSS AISLE SEISMIC SEPARATION Cd,CA = 3.5 (5xe = 0.2408in Cd6xe 3x,CA = I = 0.8428in P Check 0.02 (168) = 3.36in >_ 0.8428in Therefore, 6x,CA = 0.8428 a _ Cd axe x P Made by OneRack 7 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 11. ROLL FORMED BEAM ANALYSIS AT 84" 11.1 SUMMARY Shape Status Unity Ratio Governing LC Controlling Beam Beam Length, L Shelf Load Number of Pallets Mu V ObMn OvVn Shear/Bend Interaction: L/180 Deflection Check: Hannibal 150140 (14ga) Pass 61.42% 1.2D + 1.4P + 1.41 Shelf at 84 in 144 in 3, 000 Ibs 3 35.9673 k-in 1.1644 kips 72.1557 k-in (49.85%) 10.6596 kips (10.92%) 13.69% 61.42% 11.2 DEMAND FROM IMPACT LOAD COMBINATION Load combination:1.2D + 1.4P + 1.41 No. of Pallets = 3 Beam length, L = 144 in Beam self -weight = L,S = 44.8084 Ibs Product load, P = 0.5(Shelf Load) =1, 500 Ibs Impact load, I = P/(8 x No. of Pallets) = 125 Ibs Beam load, w = 1.2D + 1.4P + 1.41 = 2,328.7701 Ibs = 2.3288 kips Connection stiffness, F = 370 k-in/rad rm =1 _ 2FL = 0.858 6EIx + 3FL M„ = wL 8 rm = 35.9673 k-in VU = 0.5w=1.1644 kips H FOR PEKMI I IS �-D er ID: d JtDa �t �W SECTION PROPERTIES WS (Ibs/in) 44.8084 H (in) 5 W (in) 2.75 D (in) 1.75 d (in) 1.625 t (in) 0.0747 Rout (in) 0.2241 Pin (in) 0.1494 Ag (inz) 1.0995 IX (in') 3.3379 SX (in3) 1.2742 r,, (in) 1.7423 h, (in) 1.2915 Yb (in) 2.3805 Fy (in) 55 Fyo (in) 62.9192 F (in) 65 E (in) 29,500 G (in) 11,300 J (in) 2.7088 N (in) 0.3 Connection Hannibal 4 Pins F (k-in/rod) 370 Approved I A CE Made by OneRack 8 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 11.3 DESIGN MOMENT CAPACITY �b = 0.9 Sf = Se = S,, = 1.2742 in 3 L=144in, K=1 Cb =1 Fya = 62.9192 ksi Fe = Cbn EGJIy = 584.6905 ksi KyLySf _ 10 ( 1OFy0 \ 2 FC 9 Fy° 1 36F J = 62.9192 ksi e 0.36Cbn L� = EGJIy = 551.0974 in Fya Sf Since L _< L„ �bMn = �bSeFya = 72.1557 k-in > 35.9673 k-in OK 11.4 DESIGN SHEAR CAPCITY (C3.2) �v = 0.95 Web thickness,t = 0.0747 in Depth of web flat section,h = H - 2RO,t = 4.5518 in a/h =1.0 kv=4.00+�=9.34 (a/h) h/t = 60.9344 Ekv/Fy = 70.7788 Since h/t <_ CEkJFy Fv = 0.60Fy = 33 ksi Ate, = ht = 0.34 in 0vVn = �vAWFv = 10.6596 kips > 1.1644 kips OK 11.5 COMBINED MOMENT AND SHEAR M, = 35.9673 k-in, �bMn = 72.1557 k-in V, = 1.1644 k-in, �,Vn = 10.6596 k-in Y / \2M"+(y" I=13.69%<100% OK �bMn\� n/ Approved 11.6 DEFLECTION CHECK FOR PERMIT ISSUA CE Beam self -weight, undefined = 44.8084 Ibs/in Product load, P =1, 500 Ibs Master ID: Beam length, L =144 in Date: Beam load, w = 0.5P/1000 = 1. Connection stiffness, F = 370 k-in/rad FL rd = 1 - 5FL4 10EIX = 0.8297 3 3 O55 = 84EIX = 0.5923 in 6max = 6Ssrd = 0.4914 in Limit L/180 = 0.8 in > 0.4914 in OK Made by OneRack 9 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 11.7 STRENGTH INCREASE DUE TO COLD FORMING (A7.2) Check Top Flange: Fully Effective OK Check Web: Fully Effective OK Check (Fuv/Fyv) = 1.1818 <_ 1.2 OK Check R/t = 2 -< 7 OK Fuv = 65 ksi Fyf = Fyv = 55 ksi Inside bend radius, Rln = 0.1494 in Outside bend radius, Rout = 0.2241 in Thickness of section, t = 0.0747 in m = 0.192 (Fuv/Fyv) - 0.068 = 0.1589 Bc = 3.69 (Fuv/Fyv) - 0.819 (Fuv/Fyv) 2 -1.79=1.6341 Fyc = BcFyv/(R/t)" � = 80.4998 ksi Acorner = 2 (Rout - 0.5t) (1.57t) = 0.0438 in Aflange = Acorner + (D - 2Rout) t = 0.141 in C = Acorner/Aflange = 0.3106 Fyo = CFyc + 0 - C) Fyt = 62.9192 ksi Check Fu = 65 ksi > 62.9192 ksi OK Ytop=H-Yb=2.6195in YcomP = Ytop - rout = 2.3954 in Approved R PERMIT ISSUAIICE Master ID: Ytens = Yb - rout = 2.1564 in Date: fi - Fyycomp = 50.2948 ksi Ytop f2 = FY{tens = 45.2751 ksio P LP _ f2/f, I = 0.9002 > 0.236 k=4+2(1+4j)3+20+V=21.5226 Flat width, w = H - 2Rout = 4.5518 in Thickness of section, t = 0.0747 in _ kn2E t 2 Fcr 12 (1 - p2) (W) = 154.55 ksi T = f,/Fcr = 0.5705 < 0.673 p=1.0 be=pw=4.5518in Out -to -out depth of web, ho = 5 in Out -to -out width of compression flange, bo =1.75 in ho/bo = 2.8571 <- 4 11.8 EFFECTIVE WIDTH OF TOP FLANGE Since ho/bo <_ 4 and L� > 0.236 Flat width, w = D - 2Rout = 5 - 2 (1.75)=1.3018 in bi = be/(3 + tp)=1.1671 in Thickness of section, t = 0.0747 in b2 = be/2 = 2.2759 in Plate buckling coeefficient, k = 4 b, + b2 = 3.443 in kn2E t \2 Fcr 12 (1 - N2) C W I = 351.1655 ksi YcomP = 2.3954 in < 3.443 Web is fully effective T = Fy/Fcr = 0.3958 < 0.673 Flange is fully effective Made by OneRack 10 Project Number: 251214 12. CONNECTION ANALYSIS AT 84". CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL Approved FOR CE ° 12.1 SUMMARY o D: Code AISI S100 -16 " Da e: Status Pass Unity Ratio 17.87% " Governing LC 1.21D + 1.4P + 1.41 Vu (kips) 1.1644 x Ma (kip - in) 5.9506 Afu A 12.2 PIN SHEAR � = 0.65 �Vn,bolt = �AbFnv = 2.9488 kips 12.3 COLUMN HOLE BEARING = 0.6 Column Thickness, to = 0.0747 in Fu,column = 65 kips Fy,column = 55 kips C = 3 mf = 1 Vn,column = 0CmfdFu,column = 3.5834 kips 12.4 MOMENT CAPACITY OF PIN �Tn = MinOVn = 2.9488 kips Zc = 0.5315 in Mt = (Ti/Xi) F ((Xi : Xn)2l = 31.0546 k-in FTn = (Ti/Xi) E (Xi : Xn) = 6.3247 kips Mc,pins = FTn (2Zc/3) = 2.2411 k-in 12.5 BRACKET YIELDING � = 0.9 Mc,bracket yielding = �Se,bracketFy,bracket = 4.2644 k-in 12.6 UTILIZATIONS Vn = 11.7952 kips > 1.1644 kips OK Wn = Mt + Min(Mc,pins, Mc,bracket yielding)= 33.2957 k-in > 5.9506 k-in O T 1 d x B A - A 11 CONNECTION INFORMATION D (in) 0.41 B (in) 1.6563 H (in) 3.1875 ED, (in) 1 ED2 (in) 1 ED3 (in) 0.5625 S (in) 2 T (in) 0.1793 Se,bracket (in3) 8 d (in) 0.41 Number of pins, N 4 Area of pin, Ab (in2) 0.132 Fy,bracket (kS1) 36 Fu,bracket (k51) 53 ,pi Fnvn (ksi) 29.78 Pin Distance from Neutral Axis Bolt Above Netural Axis (n) Distance (Xn) Capacity (Tn) in kips 1 6.4685 2.9488 2 4.4685 T, . (X2/Xi 3 2.4685 T, . (X3/Xl 4 0.4685 1 T, . (X4/Xi Made by OneRack 11 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL Approved AIN CE 13. ROLL FORMED COLUMN ANALYSIS - FRONT SEGMENT #1 13.1 SUMMARY Shape HannibalIC3014 Status Pass Unity Ratio 76.77% Governing LC (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)0.7P + / - pE P, 6.8118 kips Tu 0 kips Mux 0 k-in Muy 0.001 k-in �cPn 8.8737 kips (76.76%) OtTn 30.5168 kips (0%) �bMnx 35.16 k-in (0%) ObMny 22.3797 k-in (0%) Tension and Bending Interaction: 0% Compression and Bending Interaction: 76.77% 13.2 FLEXURAL TORSIONAL BUCKLING DUE TO COMPRESSION �c = 0.85 Kx = 1.7 Ky = 1 Kt = 0.8 Lx=81.5in Ly=44in Lt=40.25in ro = rx2 + ry + xo = 3.3169 in 13 = 1 - (xa/ro)2 = 0.2581 at = 1 GJ + n2 ECy = 84.7403 ksi Aero (KtLt)2 Determine elastic buckling stress,Fe n2E - 24.1446 ksi Fex = 6ex = (K L /r )2 x x x n2E Fey = oey = 2 = 187.6388 ksi (KyLy/ry) 1J Fet = + Ot) - (Gex + Ot)2 - 40Oexct]=19.7117 ksi [(CJex AC = Fy/19.7117=1.6704 > 1.5 Fn = f 0A2 7� Fy=17.2872 ksl L c F Q Ae = 1 - (1 - Q) n An = 0.6039 in2Fn H Master ID: L hW Date: t SECTION PROPERTIES H (in) 3 W (in) 3 t (in) 0.0747 h, (in) 0.75 L (in) 0.75 qg (in2) 0.7441 An (in2) 0.626 Ae (in2) 0.6039 Ix (in4) 1.1844 Sx (in3) 0.7896 S, (in3) 0.708 S, (in3) 0.7103 rx (in) 1.2617 ly (in4) 0.708 sy, (in3) 0.726 sy, (in3) 0.5394 Scyi (in3) 0.4507 s,yr (in3) 0.4507 Sev i (in3) 0.4521 Sy, (in3) 0.4521 ry (in) 1.117 ro (in) 3.3169 xo (in) -2.857 C,N (in') ) 2.4143 (in4)0.0014 1(in) 0.0014 E (ksi) 29,500 G (ksi) 11,300 F ksi 55 F� (ksi) ) 65 0.2581 Made by OneRack 12 Project Number: 251214 13.3 TENSION sty = 0.90 kr = 0.75 (0tyTn = OtyAgFy = 36.832 kips OtrTn = OtrAnFu = 30.5168 kips CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL Approved FOR PERMIT ISSUA CE �c = 0.85 �b = 0.90 Master ID: Cr,,, = 0.85 CmY = 1 Date: Mux = 0 k-in Muy = 0.001 k-in P, - 6.81 13.4 BENDING Ae = 1 - (1 - Q) (E'-)Q An = 0.6039 inz Y �b = 0.90 �cPno = OcAeFy = 28.2321 kips Cb = 1 CTF = 1 CS = 1 nzEl PEx = x= 17.9642 kips Kx = 1.7 Ky =1 Kt = 0.8 (Kx Lx)z Lx=81.5in Ly=44in Lt=40.25in PEY= n=139.6213kips CKyLy) at = 1 Agro GJ + nz ECG, (KtLt)z = 84.7403 ksi ax = 1 Pu - = 0.6208 PEx zE aeX= z=24.1446ksi (Kx Lx/rx) ay Pu=0.9512 PEY 2 aey = n E z = 187.6388 ksl (KyLy/ry ) P OcPn =76.76%>15% F - CbroAg 6 a 394.1452 ksl ex - eY t = Pu �cPn + CmxMux + CmyMuy = 76.77 % < 100 % OK 6Mnxax ObMnyay S x Fey = CsAg(3ex [j + CS jz + ro (6t/QeX)J = 250.3896 ksi Pu cPno + Mx u+ Muy = 24.13 % < 100 % OK �b Mnx 6Mny CTFSyr Since Fex >- 2.78Fy Sex = Sx (0.5 + 0.5Q) = 0.7103 in ObMnx = �bSexFy = 35.16 k-in Since Fey >- 2.78Fy Sey = Sy (0.5 + 0.5Q) = 0.4521 in �bMny = ObSeyFy = 22,3797 k-in 13.5 COMBINED TENSILE AXIAL LOAD AND BENDING of=0.95 Ob=0.9 Mux = 0 k-in Muy = 0.001 k-in Tu = 0 kips ObMnxt = ObSxFy = 39.0852 k-in ObMnyt = ObSy,Fy = 26.7023 k-in Mux + Muy + Tu = 0 % < 100 % OK ObMnxt ObMnyt OtTn Mux + Muy - Tu = 0 % < 100 % OK ObMnx ObMny �Jn Made by OneRack 13 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 13.7 DISTORTIONAL BUCKLING PROPERTIES C,nf=0 k�=0 web =2 Pdb=1.0 Lcr=#in Lm=#in Ly=44in b = B'— t = 2.9253 in d = C'— (t/2) = 0.7127 in Af = (b + d) t = 0.2718 in bt3 dt3 Jf = t + t = 0.0005 in t(t2b2 + 4bd3 4bd3cos2(0) + bdt2 + d4 _ d4cos2(0)) 0.0078 in _ 4 xf = 12(b+d) t(b4 + 4bd3 + 6b2d2cos(0) + 4bd3COS2(0) + d4cos2(6)) _ 0.2474 in yf 12(b+d) tbd2sin(0)(b + d cos(0)) _ 0.0223 in xyf 4(b+d) Xof _ b2 — d2cos(0)=1.1761 in 2(b+d) h = —(b2 + 2d (b + d)2 cos(0)) = _17492 in xf 2(b+d) —d2sin(0) _ —0.0698 in hyf =Yof = 2 (b + d) 13.8 DISTORTIONAL BUCKLING DUE TO COMPRESSION �c = 0.85 Approved FOR PERMIT ISSUAIICE Master ID: Date: llLc r _ [6n 2 h t31- P2) (1),f (Xof - hxf)2 + Cwf - ll yf(Xof - hxf)21/4 / J = 20.8577 yf L = min(Lcr, Lm) = 20.8577 in I2 z k�fe = (n)4 Elxf (Xof - hxf)2 + ECwf - E� (Xof - hxf)z + (n) GJf = 0.8803 ksi v k�we _ Et3 3 + n l 19ho + n ho 0.7507 ksi 12(1-�az) [ho (L)2 60 (L)42401 _ _ n z z l 1 k�fg - ( L) Af (Xof - hxf)2 l� J - 2Yof (Xof - hxf) C Ilyf J +hxf +Yof + Ixf + lyf = 0.0253 ksi h tn2 [45360 (1 - web) + 621601 (_L)2 + 448n2 + (s)2 [53 + 3 (1 - web)] n4 ho k�wg 13440 2 4 = 0.0008 ksi n4+28n2 (ho) +420 (ho) F d k0fe + koWe + ko - 62.4872 ksi =s - kofg + kowg Pcrd = AgFd = 46.4955 ksi Py = AgFy = 40.9244 ksi Ad = Py/Pcrd = 0.9382 > 0.561 0.61 / - \ 0.6 Made by OneRack 14 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 13.9 DISTORTIONAL BUCKLING DUE TO BENDING Ob = 0.9 2 l 2 4 1/4 _ 4n2h t 1 - Id2) (l.f (Xof — hxf)2 + Cwf — lf (Xof — hxf)2J + O = 18.8474 in Lcr 3 Y L = min(L,r, Lm) = 18.8474 in k�fe - ( L l4 I Elxf (Xof - hxf)2 + ECwf - E II ff (Xof - hxf)2J + \ L l2 GJf=1.2847 ksi v 3 k�We 12 (Et u2)-1.1559 ksi Approved FOR PERMIT ISSUAIICE Master ID: Date: 2 2 k�fg — \ L/ Af (Xof — hxf)2 I II Yf I — 2Yof (Xof — hxf) I II Yf J + hXf +Yof +Ixf + lyf = 0.031 ksi \ Yf / \ Y 2 2 [45360 (1 - web) + 621601 (�) + 448n2 + (-)2 4 hotn � no L [53 + 3 (1 - web)] rl k�wg 13440 2 4 = 0.0002 ksi n4 + 28n2 ( no ) + 420 ( ho ) Fd = S kofe + kowe + ko I = 78.2295 ksi L kofg + kowg Sfy = Sf = Sx = 0.7896 in My = SfyFy = 43.428 k-in Mud = SfyFd = 61.77 k-in Ad = My/Mud = 0.8385 > 0.673 0.5 0.5 ObMn = ObMy 1 - 0.22 ( MCrd 1 ( MCrd 1 = 0.8385 k-in My J My J Made by OneRack 15 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL Approved A CE 14. ROLL FORMED COLUMN ANALYSIS - BACK SEGMENT #1 14.1 SUMMARY Master ID: L Shape HannibalIC3014 h Date: Status Pass Unity Ratio 74.13% H Governing LC (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)0.7P + / - pE t P, 6.8118 kips Tu 0 kips SECTION PROPERTIES MUx 0 k-in H (in) 3 Muy 0.001 k-in w (in) 3 �cPn 9.1892 kips (74.13%) t (in) 0.0747 OtTn 30.5168 kips (0%) h, (in) 0.75 L (in) 0.75 �bMnx 35.16 k-in (0%) Ag (in2) 0.7441 �bMny 22.3797 k-in (0%) A (in2) 0.626 Tension and Bending Interaction: 0% Ae (in2) 0.6032 Compression and Bending Interaction: 74.13% ix (in4) 1.1844 Sx (in3) 0.7896 14.2 FLEXURAL TORSIONAL BUCKLING DUE TO COMPRESSION Scx (in3) 0.7079 �c = 0.85 SeX (in3) 0.7103 rx (in) 1.2617 Kx = 1.7 Ky = 1 Kt = 0.8 ly (in4) 0.7079 Lx=81.5in Ly=44in Lt=36.25in Syi (in3) 0.726 ro = rx2 + ry + xo = 3.3169 in Syr (in3) 0.5394 = 1 - (xa/ro)2 = 0.2581 Scy, (in3) 0.4506 S,yr (in3) 0.4506 n2 EC at = Agro �GJ + (KtLt)2 =104.025 ksi Seyi (in3) 0.4521 Seyr (in3) 0.4521 Determine elastic buckling stress,Fe ry (in) 1.117 2 Fex = Oex = n E - 24.1446 ksi (KxLx/rx)2 ro (in) 3.3169 Xo (in) -2.857 n2E Fey = oey = = (KyLy/ry)2 187.6388 ksi C� (in6 ) 2.4143 J (in4) 0.0014 Fet = 1 [(CJex + 0t) - (Gex + 0t)2 - 400exct]= 20.4374 ksi 1(in) 0.0014 E (ksi) 29,500 AC = Fy/20.4374 = 1.6405 > 1.5 G (ksi) 11,300 Fksi 55 Fr = [0.877] Fy=17.9236 ksi c F (ksi)) 5 [1 0 0.22581 Ae = - (1 - Q) Fn An = 0.6032 in2 n In Made by OneRack 16 Project Number: 251214 14.3 TENSION sty = 0.90 kr = 0.75 (0tyTn = OtyAgFy = 36.832 kips OtrTn = OtrAnFu = 30.5168 kips CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL Approved FOR PERMIT ISSUA CE �c = 0.85 �b = 0.90 Master ID: Cr,,, = 0.85 Cmy = 1 Date: Mux = 0 k-in Muy = 0.001 k-in P, - 6.81 14.4 BENDING Ae = 1 - (1 - Q) (E-)Q Y An = 0.6032 in �b = 0.90 �cPno = OcAeFy = 28.198 kips Cb = 1 CTF = 1 CS = 1 nzEl PEx = x= 17.9642 kips Kx = 1.7 Ky =1 Kt = 0.8 (Kx Lx)z Lx=81.5in Ly=44in Lt=36.25in PEY= n=139.6213kips CKyLy) at = 1 Agro GJ + n z ECG, (KtLt)z = 104.025 ksi ax = 1 Pu - = 0.6208 PEx zE aeX= z=24.1446ksi (Kx Lx/rx) ay Pu=0.9512 PEY 2 Qey = n E z = 187.6388 ksl (KyLy/ry ) P OcPn =74.13%>15% F - CbroAg 6 a 436.6968 ksl ex - eY t = Pu �cPn + CmxMux + CmyMuy = 74.13 % < 100 % OK 6Mnxax ObMnyay S x Fey = C,A9(3ex [j + CS jz + ro (6t/QeX)J = 265.3468 ksi Pu cPno + u+ Muy = 24.16 % < 100 % OK �bMnx 6Mny CTFSyr Since Fex >- 2.78Fy Sex = Sx (0.5 + 0.5Q) = 0.7103 in3 ObMnx = �bSexFy = 35.16 k-in Since Fey >- 2.78Fy Sey = Sy (0.5 + 0.5Q) = 0.4521 in3 �bMny = ObSeyFy = 22,3797 k-in 14.5 COMBINED TENSILE AXIAL LOAD AND BENDING of=0.95 Ob=0.9 Mux = 0 k-in Muy = 0.001 k-in Tu = 0 kips ObMnxt = ObSxFy = 39.0852 k-in ObMnyt = ObSy,Fy = 26.7023 k-in Mux + Muy + Tu = 0 % < 100 % OK ObMnxt ObMnyt OtTn Mux + Muy - Tu = 0 % < 100 % OK ObMnx ObMny �Jn Made by OneRack 17 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 14.7 DISTORTIONAL BUCKLING PROPERTIES C,nf=0 k�=0 web=2 Pdb=1.0 Lcr=#in Lm=#in Ly=44in b = B'— t = 2.9253 in d = C'— (t/2) = 0.7127 in Af = (b + d) t = 0.2718 in bt3 dt3 Jf = t + t = 0.0005 in t(t2b2 + 4bd3 4bd3cos2(6) + bdt2 + d4 _ d4cos2(6)) 0.0078 in _ 4 xf = 12(b+d) t(b4 + 4bd3 + 6b2d2cos(6) + 4bd3cos2(6) + d4cos2(6)) _ 0.2474 in yf 12(b+d) tbd2sin(6)(b + d cos(6)) = 0.0223 in ryf 4 (b + d) Xof _ b2 — d2cos(6)=1.1761 in 2(b+d) h = —(b2 + 2d (b + d)2 cos(6)) = _17492 in xf 2(b+d) —d2sin(6) =—0.0698 in hvf =Yof = 2 (b + d) 14.8 DISTORTIONAL BUCKLING DUE TO COMPRESSION �c = 0.85 Approved FOR PERMIT ISSUAIICE Master ID: Date: llLc r _ [6n 2 h t31- P2) (1),f (Xof - hxf)2 + Cwf - ll yf(Xof - hxf)21/4 / J = 20.8577 yf L = min(Lcr, Lm) = 20.8577 in 12 l k�fe = (n )4 Elxf (Xof - hxf)2 + ECwf - E� (Xof - hxf)z + (L 12 GJf = 0.8803 ksi v k�we _ Et3 3 + n l2 19ho + n ho 0.7507 ksi 12(1-p2) F. (L)60 (L)42401 _ (n)z )2lz - �+ hx+Y0.0253 ksik�fg Af (Xof - hxf2Yof (Xof - hxf) �yfof + Ixf + lyfL\� = h tn2 [45360 (1 - web) + 621601 (_L)2 + 448n2 + (s)2 [53 + 3 (1 - web)] n4 ho k�wg 13440 z 4 = 0.0008 ksi n4+28n2 (ho) +420 (ho) F d k0fe + koWe + ko - 62.4872 ksi =s - kofg + kowg Pcrd = AgFd = 46.4955 ksi Py = AgFy = 40.9244 ksi Ad = Py/Pcrd = 0.9382 > 0.561 0.61 / — \ 0.6 Made by OneRack 18 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 14.9 DISTORTIONAL BUCKLING DUE TO BENDING Ob = 0.9 2 2 4 1/4 4n2ho(1 - �2) 2 + Ixyf 21 + n ho = 18.8474 in Lcr = t3 (l.f (Xof — hxf) Cwf — I f CXof — hxf) J 720 Y L = min(L,r, Lm) = 18.8474 in k�fe - L14 I Elxf CXof - hxf)2 + ECwf - EII ff CXof - hxf)2J + \ L12 GJf=1.2847 ksi Y 3 k�We 12 (Et u2)-1.1559 ksi Approved FOR PERMIT ISSUAIICE Master ID: Date: 2 2 k�fg — \ L/ Af CXof — hxf)2 I II Yf I — 2Yof (Xof — hxf) I II J + hXf +Yof +Ixf + lyf = 0.031 ksi \ Yf / \ Y 2 2 [45360 (1 - web) + 621601 (�) + 448n2 + (-)2 4 hotn � ho L [53 + 3 (1 - �web)1 rl k�wg 13440 2 4 = 0.0002 ksi n4 + 28n2 ( no ) + 420 ( ho ) Fd = S kofe + kowe + ko I = 78.2295 ksi L kofg + kowg Sfy = Sf = Sx = 0.7896 in My = SfyFy = 43.428 k-in Mud = SfyFd = 61.77 k-in Ad = My/Mud = 0.8385 > 0.673 0.5 0.5 ObMn = ObMy 1 - 0.22 ( MCrd 1 ( MCrd 1 = 0.8385 k-in My J My J Made by OneRack 19 CITY OF SANTA ANA Planning and Building Agency Project Number: 251214 HOAG MEMORIAL Approved 15. ROLL FORMED BRACE ANALYSIS - H #1 CE 15.1 SUMMARY asterID: Status: Pass ate: Unity Ratio: 41.44% 2 Governing LC (0.9 - 0.2SDS)D + (0.9 - 0.2Sps)0.67PrfP + / - pE Brace Length, L: 42 in P, 1.3755 kips t T, 0 kips SECTION PROPERTIES OtTn 13.7962 kips (0%) H (in) 1.5 0cP1 3.3194 kips (41.44%) W (in) 1.5 Lip (in) 0.25 15.2 DESIGN TENSION STRENGTH t (in) 0.0598 0.90 sty = � �tr = 0.75 Rout (in) 0.1794 OtyTn = OtyAgFy = 14.0085 kips > 0 kips OK Rin (in) 0.1196 OtrTn= A - 13.7962 kips > 0 kips OK tynFu- P p Rcent (in) 0.1495 Ag (in2) 0.283 15.3 NOMINAL BUCKLING STRESS Ix (in4) 0.108 Kx=1, Ky=1, Kt=0.8 S. (in3) 0.144 Lx = 42, Ly = 42, Lt = O R. (in) 0.62 S = 1 - (xo/ro)2 = 0.2821 ly (in a) 0.076 Sy (in3) 0.1288 at = 1 - Ar2 G J + n 2 EC 2 = 20.7172 o (KtLt) Ry (in) 0.52 Determine elastic buckling stress, Fe Yb (in) 0.75 n2E Fy (ksi) 55 Fex = aex = � (Kx i-x/rx ) = 63.4463 ksi F. (ksi) 65 n 2 E E (ksi) 29,500 Fey = aey = 2 = 44.6303 ksi (KyLy/ry) G (ksi) 11,300 1 1 I(o.x + at) - (aex + at)2 - 4SaeXat1 = 16.534 ksi CONTROLS Fet = J (in°)0.0003 2S P 0.3 AC = Fy/Fet = 1.8239 > 1.5 Fn = rOTc27] Fy = 14.5003 ksi L 15.4 DESIGN COMPRESSION STRENGTH 0, = 0.85 Acorner = 0.5ntrcent = 0.014 Ae = 4Acorner + tbw + 2t (bf + ds) = 0.2693 OcPn = 0cAeFn = 3.3194 kips > 1.3755 kips OK Made by OneRack 20 CITY OF SANTA ANA Planning and Building Agency Project Number: 251214 HOAG MEMORIAL Approved 15.5 EFFECTIVE WIDTH OF FLANGE FOR PERMIT ISSUA CE S = 1.28 E/Fn = 57.7341 Flat width, w = B — 2rout = 1.1412 in Master ID: w/t = 19.0836 > 0.328 Date: w3t(sin28) -_ 4 12 IS Oin Determine the adequate moment of inertia, la 3 IQ = 399t4 I St - 0.3281 = O in4 CONTROLS la = t4 1115 St + 51 = 0.0006 in RI = IS/la =1 J n = max (0.582- 4St, 1/3) = 0.4994 D/w=0.2191 <_0.25 k = min [(3.57Ri + 0.43), 41 = 4 kr12 2 F`r 12 (1 - E 2) (W) = 292.8451 ksi p A = Fn/F�r = 0.2225 <_ 0.673 p=1.0 bf=pw=1.1412in ds = d'SR1 = 0.0706 in 15.6 EFFECTIVE WIDTH OF WEB k = 4 flat width, w = H 2r,,,t = 1.1412 in z 2 F`r 12(1n I..12) (yy) = 292.8451 ksi A = Fn/F�r = 0.2225 <- 0.673 p=1.0 bv,=pw=1.1412in 15.7 EFFECTIVE WIDTH OF LIP k = 0.43 flat width, w = Lip - rout = 0.0706 in 2 E t2 Fir 12(1n P2) (— = 8,225.4666 ksi W) A = Fn/Fcr = 0.042 <- 0.673 p=1.0 d's = pw = 0.0706 in Made by OneRack 21 CITY OF SANTA ANA Planning and Building Agency Project Number: 251214 HOAG MEMORIAL Approved 16. ROLL FORMED BRACE ANALYSIS - D #1 FOR PERWIFFTSUA-F CE 16.1 SUMMARY aster ID: Status: Pass te: Unity Ratio: 86.5% _ Governing LC (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)0.7P + / - PE Brace Length, L: 50.4777 in P, 2.168 kips t T, 0 kips SECTION PROPERTIES H (in) 1.5 OtTn 13.7962 kips (0%) W (in) 1.5 �Cpl 2.5063 kips (86.5%) Lip (in) 0.25 t (in) 0.0598 16.2 DESIGN TENSION STRENGTH Rout (in) 0.1794 0.90 sty = , kr = 0.75 Rin (in) 0.1196 (�tyTn = OtyAgFy = 14.0085 kips > O kips OK Rcent (in) 0.1495 krTn = �tyAnFu = 13.7962 kips > 0 kips OK Ag (in2) 0.283 Ix (in4) 0.108 16.3 NOMINAL BUCKLING STRESS Sx (in) 0.144 Kx=1, Ky=1, Kt=0.8 Lx = 50.4777, Ly = 50.4777, Lt = O S = 1 - (xo/ro)2 = 0.2821 Rx (in) 0.62 ly (in a) 0.076 Sy (in3) 0.1288 at = 1 - Ar2 G J + n2 EC 2=16.0421 A. (Kt Lt) Ry (in) 0.52 vb (in) 0.75 Determine elastic buckling stress, Fe n2E Fex = aex = � = 43.9244 ksi CKx Lx/rx ) Fy (ksi) 55 Fu (ksi) 65 E (ksi) 29,500 n2E Fey = aey = 2 = 30.8979 ksi (KyLy/ry) G (ksi) 11,300 (in°)0.0003 10.3 2r�1J 1 [(o, Fet = - x + at) - (oex + at) - 4NaeXat1=12.4837 ksi CONTROLSu AC = Fy/Fet = 2.099 > 1.5 Fn = rOTc27] Fy = 10.9482 ksi L 16.4 DESIGN COMPRESSION STRENGTH �c = 0.85 Acorner = 0.5ntrcent = 0.014 Ae = 4Acorner + tbw + 2t (bp + ds) = 0.2693 �cPn = �cAeFn = 2.5063 kips > 2.168 kips OK Made by OneRack 22 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 16.5 EFFECTIVE WIDTH OF FLANGE S =1.28 E/F, = 66.4429 Flat width, w = B — 2ro t=1.1412 in w/t = 19.0836 > 0.328 bf=w=1.1412in ds = d's = 0.0706 in 16.6 EFFECTIVE WIDTH OF WEB k = 4 flat width, w = H 2r,,,t=1.1412 in 2 E t2 Fcr (1 12n 02) (— = 292.8451 ksi W) A = F,/Fcr = 0.1934 <_ 0.673 p=1.0 bv,,=pw=1.1412in 16.7 EFFECTIVE WIDTH OF LIP k = 0.43 flat width, w = Lip — ro,t = 0.0706 in 2 E t2 Fcr 12(1n P2) (— = 8,225.4666 ksi W) = Fn/Fcr = 0.0365 <_ 0.673 p=1.0 d's = pw = 0.0706 in Approved FOR PERMIT ISSUAIICE Master ID: Date: Made by OneRack 23 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 17. BASE PLATE ANALYSIS 17.1 SUMMARY Status Pass Unity Ratio 36.86% Governing LC (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)0.7P + / — PE Max Compression, Pu 6.81 kips Tanchor 0.52 kips Tonchor,6tol 0 kips 17.2 BEARING CHECK �c,bearing = 0.6 Required Base Plate Area, Areq = U 1: a = 2.2261 in Area Under Column, Ac = 9 in If A, >_ Areq then base plate is not in demand under bearing 17.3 BENDING DUE TO TENSION � = 0.9 Distance of anchor to upright: Sal - Wcol S02 - Dco, d=Max 2 2 / =1.5in Moment in Plate Mb tension = 2Tanchor d = 0.7736 in Approved A O 0- --Master ID: -12 BASE PLATE INFORMATION W (in) 8 L (in) 5 t (in) 0.375 Do (in) Sal (in) 6 Sae (in) 3 QTY of Anchors (in) 2 Fy (in) 36 F (in) 58 Col. Depth, Dcol (in) 3 Col, Width, Wool (in) 3 Ant (in2)0.2578 Anv (02) 0.2578 Ag (in2)0.375 ' 1, 2 Required Plate Thickness, tbp,tension = 4Mbbp,,tennsion = 0.1382 in <_ 0.375 in OK Where B is the minimum dimension of base plate subject to bending 17.4 BLOCK SHEAR 0 = 0.75 Ubs = 1 ORn = oMin (0.60FuAnv + UbsFuAnt, 0.60FYAgv + UbsFuAnt) = 17.2898 kips > 0.5158 kips OK CE I Made by OneRack 24 CITY OF SANTA ANA Planning and Building Agency Project Number: 251214 HOAG MEMORIAL Approved 18. ANCHOR ANALYSIS CE 18.1 SUMMARY Mast Anchor Power -Stud+ SD21/2" (Embedment = 3.75") --- Status Pass Unity Ratio 48.02% 67% Loaded LC (0.9 - 0.2SDS)D + (0.9 - 0.25Ds)0.67P + / - E her 100% Loaded LC (0.9 - 0.25Ds)D + (0.9 - 0.25Ds)P + / - E < hnom Tu,67%Loaded 1.0315 kips Tu,100% Top Shelf Loaded 0.1149kips Tu,overstrength = Q X max uplift 2.0631 kips Vu,control 0.1084 kips ANCHOR INFORMATION Tension and Shear Interaction: 48.02% QTY 2 Da (in) 0.5 18.2 CONTROLLING TENSION Lanch (in) 4.5 Yield strength of base plate, Fy = 36 ksi hnom (in) 3.75 Base plate width, W = 8 in hef (in) 3.25 Base plate thickness, t = 0.375 in Fyc,N (ksi) 85 Distance from anchor to column, d =1.5 in Futa,N (ksi) 106 t2FyW _ Ase,N (in2) 0.1007 Tu,base plate yielding = 4 (d/2) - 12.15 kips Nsa (1b) 10445 Tu,control = 12.15 kips k 24 uncr Tanchor = Tu,control = 1.0315 kips kcr 17 No. of anchors LPc,N 1 18.3 TENSION - STEEL YIELDING Cac (in) 10 = 0.75 Np,uncr (Ib) 6615 �Nsa = 7.8338 kips Fya,v (ksi) 68 Futa,v (ksi) 88 18.4 SHEAR -STEEL YIELDING Ase,v (in2) 0.1419 � = 0.65 Vsa (ib) 4815 OVsa,eq = 3.1298 kips Vsa,eq (Ib) 4815 kcp 2 18.5 SHEAR - CONCRETE BREAKOUT PC (psi) 3000 sa, (in) 6 Anchors are assumed to be a distance away from the slab edge Sae (in) 3 where concrete breakout cannot occur. Dc (in) Centered Made by OneRack 25 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 18.6 SHEAR - CONCRETE PRYOUT � = 0.7 Ncpg = Ncbg OVcpg = �kc^pg=12.3378 kips 18.7 TENSION - CONCRETE BREAKOUT � = 0.65 seismic = 0.75 AN, = (2 * 1.5hef + Sal)(2 * 1.5hef + S02) = 153.5625 in ANco = 9hef = 95.0625 in LPed,N = 1 LPcp,N = 1 e'N=0in Lpec,N = ( 1 l = 1 In \1+�i 3hef Nb = kcAa f'chef = 5.4555 kips Ncbg = Oseismic0 ANC LPec,NLPed,NLPc,NLPcp,NNb = 4.2962 kips ANco 18.8 TENSION - PULLOUT � = 0.65 seismic = 0.75 LUC,p = 1 0.5 ONpn = OseismicOLVc,pNP (2500) = 2,336.379 kips ANC A NCO Approved FOR PERMIT ISSUAIICE Master ID: Date: 1.5hef Si 1.5hef A NC=(2x1.5h of+Si)x(2x1.5h of+S2) h of Section through failure cone 1.5h of 1.5h of 1.5hef 1.5hef A Nco=(2x 1.5h ef)X(2x 1.5h ef)= 9hef 2 1.5 h of S2 1.5 h of Made by OneRack 26 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 18.9 UTILIZATION RATIOS Na + �V <_ 1.2 n If 5 v u <_ 0.2, then utilization shall be N° 1.0 Capacity (Ibs) Shear Steel Strength, Vs(, 3,129.75 Shear Pryout Strength, VCpg : 12,337.8239 Tensile Steel Strength, Nsa : 7,833.75 Tensile Breakout Strength, Ncbg : 4,296.2065 Tensile Pullout Strength, Npn : 2,336.379 Utilization Ratio: 48.02% Approved I FOR PERMIT ISSUAI10E Master ID: Date: Demand Ratio Status (Ibs) >_ 54.2187 1.73% O.K. >_ 108.4375 0.88% O.K. >_ 1,031.5292 13.17% O.K. >_ 2,063.0584 48.02% O.K. >_ 1,031.5292 44.15% O.K. < 100% O.K. Made by OneRack 27 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL 19. CONCRETE SLAB ANALYSIS 19.1 SUMMARY Status Pass Unity Ratio 18.95 % Governing LC (1.2 + 0.2SD5)D + (1.2 + 0.2SD5)0.7P + / — pE Max Compression, P 6.8118 kips 19.2 BEARING � = 0.65 Required Base Plate Area, Areq = u 1: c = 2.2261 in < 40 in OK 19.3 CONCENTRATED LOAD ON SLAB -ON -GRADE Factor of Safety, FS = 3 Modulus of Elasticity, E, = 57, 000 Fc = 3,122.0186 psi Tensile Strength, f't = 7.5 f', = 410.7919 psi Pr, =1.72 [(k,Ri/E,)104 + 3.60] f'td2 = 107, 865.1849 Ibs Pa _ Pr,/FS = 35.9551 kips > 6.8118 kips OK 1000 19.4 PUNCHING SHEAR = 0.75 �=1 Q _ Max(Wbp, Lbp) = 1.6 ~ Min(Wbp, Lbp) a = 40 for interior columns = 40 vc = M in (4A VIT',, (2 + � l A f' ' (2 + bd vc = 219.089 psi Punching Shear Perimeter, bo = 2(Wbp + d) + 2(Lbp + d) = 50 in OVn _ 1000 = 49.295 kips > 6.8118 kips OK 1000 1 • • • ale CONCRETE S A . M CE I Made by OneRack 28 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL APPENDIX 1: RACK CONFIGURATION TABLE AU: A-BTB Column: Hannibal IC3014 Approved I FOR PERMIT ISSUA CE Master ID: t• Shelf h (in) Story (in) Pallets Shelf Load (lbs) Beam Conn ction F (k-in/rad) 1 84 84 3 3000 Hannibal 150140 (14ga) Hannibal 4 Pins 370 2 168 84 3 3000 Hannibal 150140 (14ga) Hannibal 4 Pins 370 Made by OneRack 29 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL APPENDIX 2: SEISMIC LOAD CALCULATIONS TABLE A2.1: DOWN AISLE Approved I FOR PERMIT ISSUA CE Master ID7 Shelf h (in) D (Ibs) P (Ibs) W (Ibs) Wh Cx Dale: F (Ibs/in) 1 84 150 3,000 2,160 181,440 0.333 2 168 150 3,000 2,160 362,880 0.6667 1.0733 TABLE A2.2: CROSS AISLE Shelf h (in) D (Ibs) P (Ibs) W (Ibs) Wh Cx F (Ibs) 1 84 150 3,000 2,160 181,440 0.3333 365.8123 2 168 150 3,000 2,160 362,880 0.6667 731.6246 Made by OneRack 30 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL APPENDIX 3: CROSS AISLE OVERTURNING CALCULATIONS TABLE A3.1: RMI 2.6.9.1 (ALL SHELVES LOADED AT 67%) Approved I FOR PERMIT ISSUA CE Master ID: Shelf h (in) D (Ibs) P (Ibs) W (Ibs) Wh Cx Dat F (Ibs) 1 84 150 3,000 2,160 181,440 0.33 2 168 150 3,000 2,160 362,880 0.6667 497.5048 TABLE A3.2: RMI 2.6.9.2 (TOP SHELF LOADED AT 100%) Shelf h (in) D (Ibs) P (Ibs) W (Ibs) Wh Cx F (Ibs) 1 84 150 3,000 2,160 181,440 0.3333 0 2 168 150 3,000 2,160 362,880 0.6667 548.7185 Made by OneRack 31 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL APPENDIX 4: LOAD SUMMARY TABLE A4.1: GRAVITY LOADS Approved I FOR PERMIT ISSUA CE Shelf Shelf Load (Ibs) Column Weight (Ibs/in) P (I date I (Ibs/in) 1 3,000 0.2106 1,5 2 3,000 0.2106 1,500 0.125 TABLE A4.2: LATERAL LOADS — DOWN AISLE Shelf Product Notional (Ibs) Dead Notional (Ibs) Seismic (Ibs) 1 O O 0.5367 2 O O 1.0733 TABLE A4.3: LATERAL LOADS — CROSS AISLE Product Notional Dead Notional Seismic Overturn RMI 2.6.9.1 Overturn RMI 2.6.9.2 Shelf (Ibs) (Ibs) (Ibs) (Ibs) (Ibs) 1 O 0 91.4531 62.1881 O 2 O 0 182.9062 124.3762 274.3592 Made by OneRack 32 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL APPENDIX 5: DESIGN SUMMARY RESULTS TABLE A5.1: BEAM DESIGN Approved FOR PERMIT ISSUAIICE Master IF) - Shelf Beam Utilization Controlling Load Comb rgdjQn Status 1 Hannibal 150140 (14ga) 61.4229% 1.21D + 1.4P + 1.41 2 Hannibal 150140 (14ga) 61.4229% 1.21D + 1.4P + 1.41 Pass TABLE A5.2: FRONT COLUMN DESIGN Shelf Column L, Ly Lt Utilization Controlling Load Combination Status Hannibal 1 81.5 44 40.25 76.77% (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)0.7P + / - pE Pass IC3014 Hannibal 2 84 44 44 49.38% (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)0.7P + / - pE Pass IC3014 Hannibal 3 26.5 44 15.75 1.93% (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)0.7P + / - pE Pass IC3014 TABLE A5.3: BACK COLUMN DESIGN Shelf Column L, Ly Lt Utilization Controlling Load Combination Status Hannibal 1 81.5 44 36.25 74.13% (1.2 + 0.2SDS)D + (1.2 + 0.2SDs)0.7P + / - pE Pass IC3014 Hannibal 2 84 44 44 35.45% (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)0.7P + / - pE Pass IC3014 Hannibal 3 26.5 44 19.75 0.05% (1.2 + 0.2SDS)D + (1.2 + 0.2SDS)0.7P + / - pE Pass IC3014 Made by OneRack 33 Project Number: 251214 CITY OF SANTA ANA Planning and Building Agency HOAG MEMORIAL TABLE A5.4: DIAGONAL BRACE DESIGN Approved FOR PERMIT ISSUAIICE Order From Bottom Brace Tension Only. Utilization Controlling Load Com ikb tm ID: Date: Status 1 1.5x1.5x0.25x16ga No 86.5% (1.2 + 0.2SDs)D + (1.2 + 0.2SDs)e.7p=t=/- 2 1.5x1.5x0.25x16ga No 81.93% (1.2 + 0.2SDs)D + (1.2 + 0.2SDs)0.7P +/ - pE Pass 3 1.5x1.5xO.25x16go No 63.91% (1.2 + 0.2SDs)D + (1.2 + 0.2SDs)0.7P +/ - pE Pass 4 1.5x1.5x0.25x16ga No 31.63% (1.2 + 0.2SDs)D + (1.2 + 0.2SDs)0.7P + / - pEJ Pass TABLE A5.5: HORIZONTAL BRACE DESIGN Order From Bottom Brace Utilization Controlling Load Combination Status 1 1.5x1.5xO.25x16ga 41.44% (0.9 - 0.2SDs)D + (0.9 - 0.2SD5)0.67PrfP +/ - pE Pass 2 1.5x1.5xO.25x16ga 5.89% (0.9 0.2SDs)D + (0.9 0.2SDS)0.67PrfP +/ pE Pass 3 1.5x1.5xO.25x16ga 4.46% (0.9 0.2SDs)D+(0.9 0.2SDS)0.67PrfP+/ pE Pass 4 1.5x1.5xO.25x16ga 8.07% (0.9 - 0.2SDs)D + (0.9 - 0.2SDS)0.67PrfP +/ - pE Pass 5 1.5x1.5xO.25x16ga 7.38% (0.9 - 0.2SDs)D + (0.9 - 0.2SDS)0.67PrfP +/ - pE Pass TABLE A5.6: CONNECTION DESIGN Shelf Connection F (k-in/rad) Utilization Controlling Load Combination Status 1 Hannibal 4 Pins 370 17.87% 1.2D + 1.4P + 1.41 Pass 2 Hannibal 4 Pins 370 17.87% 1.2D + 1.4P + 1.41 Pass Made by OneRack 34 Beams and Connect ions ELEV ATION BEAM U TILIZ ATION STATU S C ONNEC TION U TILIZ A TION STATU S 84″H an n ib al I 50140 (14g a)61.42%Ok 4-p in 17.87%Ok 168″H an n ib al I 50140 (14g a)61.42%Ok 4-p in 17.87%Ok Braces #BRA C E (St art i n g f ro m Bo t t o m)D IR EC TION U TILIZ ATION STATU S 1 1.5x 1.5x 0.25x 16g a H or izon tal 41.44%Ok 2 1.5x 1.5x 0.25x 16g a D iag on al 86.50%Ok 3 1.5x 1.5x 0.25x 16g a H or izon tal 5.89%Ok 4 1.5x 1.5x 0.25x 16g a D iag on al 81.93%Ok 5 1.5x 1.5x 0.25x 16g a H or izon tal 4.46%Ok 6 1.5x 1.5x 0.25x 16g a D iag on al 63.91%Ok 7 1.5x 1.5x 0.25x 16g a H or izon tal 8.07%Ok 8 1.5x 1.5x 0.25x 16g a D iag on al 31.63%Ok 9 1.5x 1.5x 0.25x 16g a H or izon tal 7.38%Ok   Sei smic info r mati o n :Co de: S1 : 0.45516436143954137 2022 C alifor n ia Bu ild in g C od e SS: 1.2701816633020748 C losed to Pu b lic SD 1 : 0.5598022902575197 Non -h azar d ou s Mater ial SD S: 1.0161453306416597 Non -Essen tia l F acility SD C : D Co lu mn s:U TILIZ ATION STATU S FR ONT COLU MN H an n ib a l I C 3014 FR ONT BACKER - 76.77%Ok BACK COLU MN H an n ib a l I C 3014 BA C K BACK ER -74.13%Ok Base P l ate, Slab an d An ch o r s: SLAB 6" C on cr ete, 3000p si 18.95%Ok ANCHOR S (P ER BA SE P LA TE) Power -Stu d + SD 2 (2) - 0.5" d ia x emb ed 3.75" 4.875" min len g th 48.02%Ok BASE P LATE 36.86%Ok W = 8" L = 5" t = 0.375" D c = C en ter ed S a = 6" Not es 1) Th e minimu m anch or length assu mes a 0.25” shim. A sho r ter ancho r may b e accep tab le. 2) Req uir ed sep ar atio n fr o m build ing: Cr o ss-aisle = 0.843", Do w n -aisle = 8.4" 3) Ro w sp acer s design ed w ith top tie at 187.75, bo tto m tie at 43.75.   P R OJECT H OA G MEMOR I A L ELEV ATION A -B T B A D D R ESS 652 D Y ER R D S A N TA A N A , C A 92705 COOR D IN ATES L a t: 33.7073133 L on g: -117.8573074 CREA TED BY A p ex On eR ack A WS D ATE 12/17/2025 One Rack, LLC Co p y right ©