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Home My WebLink About2331 S Pullman St - PlanNOTES: 1. CONSTRUCTION TYPE IIIB 2. EXISTING OCCUPANCY GROUP B, F-2, S-1 T.I. OCCUPANCY GROUP B, F-2 3. MODULAR PRODUCTION ROOM: - 1250 SQ. FT. SINGLE STORY BUILDING IS FULLY SPRINKLERED 4. MODULAR PRODUCTION ROOM IS TENANT IMPROVEMENT TO BE ASSEMBLED INSIDE. (PROJECT WILL NOT BE EXPOSED TO ELEMENTS) 5. WALLS ARE DEMOUNTABLE PARTITION. 6. SPRINKLERS WILL BE THROUGH A SUBCONTRACTOR WHO WILL SUBMIT PLANS FOR PERMITS PRIOR TO OCCUPANCY. 7. ALL ELECTRICAL INSTALLATION IS DONE PER N.E.C. CURRENT EDITION. 8. ALL DOOR HARDWARE TO COMPLY WITH ADA REQUIREMENTS. 9. ALL EXISTING CONDITIONS TO COMPLY WITH ADA REQUIREMENTS. 10. BUILDING TO COMPLY WITH EGRESS PER 2022 CALIFORNIA BUILDING CODE, 2022 CALIFORNIA ELECTRICAL CODE, 2022 CALIFORNIA ENERGY CODE, 2022 CALIFORNIA GREEN BUILDING STANDARDS CODE, 2022 CALIFORNIA EXISTING BUILDING CODE. 11. EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. 12. SEPARATE PERMIT IS REQUIRED FOR MECHANICAL, ELECTRICAL, AND PLUMBING SCOPES CONTRACTED BY: 150 BUSINESS CENTER DR. CORONA, CA 92880 909-947-1077 PHONE 909-947-2675 FAX SHEET INDEX: TITLE SHEET 1. COVER SHEET C1 2. EXISTING SITE PLAN S1.0 3. EXIT PLAN S1.1 4. EXIT PLAN MEZZANINE S1.2 5. (E) ACCESSIBLE RESTROOMS S1.3 6. ACCESSIBLE DETAILS S1.4 7. ACCESSIBLE NOTES S1.5 8. FLOOR PLAN/REFLECTED CEILING PLAN A1 9. ROOF / BEAM PLAN A2 10. BUILDING SECTION A3 11. WALL PANEL DETAILS D1 12. EXTRUSION DETAILS D2 13. RACEWAY DETAILS D3 14. CEILING DETAILS D4 15. BEAM CONNECTION DETAILS D5 16. ELECTRICAL PLAN (FOR REFERENCE ONLY) E1 PROJECT FOR: AXIOM MATERIALS 2331 PULLMAN ST. SANTA ANA, CA 92705 MATERIAL SPECIFICATIONS: CEILING: USG RADAR BASIC ACOUSTICAL PANEL - 3270 VINYL ROCK PANEL LAY-IN 2'X4' CEILING PANEL. WALLS: UNITED PARTITION 4" SYSTEM SANDWICH PANELS - UL CLASSIFIED IN ACCORDANCE WITH NATIONAL ELECTRICAL CODE, 2019 EDITION. FILE QRSY.MH27952. CONCRETE: fc = 3,500 PSI (EXISTING 6" SLAB) SHALL BE VERIFIED IN FIELD ALUMINUM: ALLOY 6063-T6 Fy = 35,000 PSI SHEARWALLS: UNITED PARTITION SANDWICH PANELS BASED ON LOAD TESTS BY SPECIALIZED TESTING STQA50652. STEEL TUBES: H.S.S 3/8" THICK 3 1/2" LENGTH 3 1/2" WIDTH (WELDED TO BASE PLATE) & H.S.S 1/4" THICK 3 1/2" LENGTH 3 1/2" WIDTH (WELDED TO BASE PLATE) PLATES: 1/2" THICK 8" LENGTH 3 1/2" WIDTH WITH 5/8" HOLE FOR 1/2" X 3 1/2" EMBED HILTI KWIKBOLT TZ ANGLES:1/4" THICK 3" LENGTH 3" WIDTH (WELDED TO ALL 4 SIDES) WITH 1/2" X 7" A325 BOLT WELDING: 3/16" FILLET WELD SPECIAL INSPECTION EXPANSION ANCHORS: HILTI KWIKBOLT TZ2 PER ICC ESR-4266 (SPECIAL INSPECTION IS REQUIRED PER I.C.C. #ESR 4266) CONSTRUCTION NOTES 1. ANCHOR BOLTS SHALL BE PROVIDED BY THE GENERAL CONTRACTOR. INSTALLATION SHALL BE IN ACCORDANCE WITH THE AISC CODE OF STANDARD PRACTICE SECTION 7.5 2. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON THE JOBSITE PRIOR TO STARTING WORK. ANY DISCREPANCIES FROM PLANS, OR EXISTING MATERIAL DEFICIENCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD. 3. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ADEQUATE BRACING OF THE STRUCTURE DURING CONSTRUCTION. DESIGN LOADS PER 2022 CBC & ASCE 7-16 (ASD METHOD) ROOF LIVE LOAD: 0 PSF ROOF DEAD LOAD: 8 PSF WALL DEAD LOAD: 8 PSF SEISMIC: ZONE D SCOPE OF WORK TO CONSTRUCT A 25' x 50' MODULAR PRODUCTION MANUFACTURING ENCLOSURE WITHIN AN EXISTING BUILDING STRUCTURE. USED TO CREATE CERAMIC MATRIX COMPOSITES, FILM ADHESIVES & ANCILLARY PRODUCTS. VICINITY MAP ENGINEERED BY: STORAGE RACK ENGINEERING, INC 23142 ARROYO VISTA RANCHO SANTA MARGARITA, CA 92688 PHONE: (949) 888-8850 FAX: (949) 888-8851 ALI ABOLHASSANI, P.E. PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM. DATE BY REVISION FOR 2 CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE N.T.S. MK LT MK 10/14/2024 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T COVER SHEET C1 SITE LOCATION 2 2 2 2 2 2 2 2 Bldg #101118445 APPROVALS: PLNG - C. Santana BLDG - CSG PUBLIC WORKS - Y. Soto 2331 S Pullman St 2/18/2025 PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR - CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE N.T.S. MK LT MK 10/14/2024 EXIT PLAN S1.1 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T 2331 S Pullman St 2/18/2025 PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR - CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE N.T.S. MK LT MK 14/10/2024 EXIT PLAN MEZZANINE S1.2 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T 2331 S Pullman St 2/18/2025 PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE N.T.S. MK LT MK 10/14/2024 (E) ACCESSIBLE RESTROOMS S1.3 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T 2 2331 S Pullman St 2/18/2025 10'x10' STEEL FRAME W/ AUTOMATED VINYL ROLL-UP DOOR PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR - CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE 1/2" = 1'-0" MK LT MK 10/14/2024 FLOOR PLAN / REFLECTED CEILING PLAN A1 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T 2331 S Pullman St 2/18/2025 W1 0 X 2 2 I - B E A M W1 0 X 2 2 I - B E A M TYP. TYP. TYP. TYP.TYP. 'X' BRACING, SEE DETAIL 6 ON SHEET D1. (TYP. WHERE NOTED) PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR 2 CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE 1/2" = 1'-0" MK LT MK 10/14/2024 ROOF / BEAM PLAN A2 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T 2 2331 S Pullman St 2/18/2025 MODULAR PRODUCTION ROOM EXISTING WOOD RAFTER EXISTING WALL R19 BATT INSULATION DECK PLUGS 2x4 LIGHT FIXTURE EXISTING ROOF 20'/21' ON PITCH WALL SPLICE PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR - CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE 3/4" = 1'-0" MK LT MK 10/14/2024 BUILDING SECTION A3 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T BUILDING SECTION 2331 S Pullman St 2/18/2025 PATH OF TRAVEL PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR - CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE N.T.S. MK PYH MK 04/09/2024 EXISTING SITE PLAN S1.0 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T NOTES: 1. FOR EXISTING EXIT/ACCESSIBILITY PLAN & NOTES SEE SHEETS S1.1, S1.2 & S1.5. 2. FOR EXISTING RESTROOM PLAN & NOTES, SEE SHEET S1.3. 3. FOR EXISTING SIGN DETAILS, SEE SHEETS S1.4 & S1.5. PROJECT LOCATION FOR ENLARGED FLOOR PLAN, SEE SHEET A1. 2 2 2 2 2331 S Pullman St 2/18/2025 PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR - CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE N.T.S. MK PYH MK 10/14/2024 ACCESSIBLE DETAILS S1.4 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T 2331 S Pullman St 2/18/2025 PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR - CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE N.T.S. MK LT MK 10/14/2024 ACCESSIBLE NOTES S1.5 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T HANDICAP PARKING SIGN SCALE NO SCALE 2331 S Pullman St 2/18/2025 WALL PANEL (TYP.)WINDOW WALL PANEL3068 DOOR PANEL WALL PANEL (R-14) SECTION (TYP.) 1 2 3 5ROLL-UP DOOR FRAMED OPENING4 SOLID CORE DOOR SCHEDULE TYPE SIZE WINDOW 3068 YES A VINYL ROLL-UP 10'X10'VISION PNL B ID A B HARDWARE LEVER LOCK SET - PANIC BAR YES NO QTY 1 1 RACEWAY POST 1" DIA. HOLE 4"X5GA STRAP OR 4"X1/4" PLATE (TYP.) (2) 1/2" DIA. HOLE BOLTED TO RACEWAY POST. (TYP.) (1) 1" DIA. GRADE 5 BOLT (TYP.) PL 6"X8"X1/4" (TYP.) (2) 1/2" DIA. HOLE BOLTED TO RACEWAY POST. (TYP.) 4"X5GA STRAP OR 4"X1/4" PLATE (TYP.) (2) 1" DIA. HOLES 'X' BRACED WALL PANEL6 PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR 2 CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE N.T.S. MK LT MK 10/14/2024 WALL PANEL DETAILS D1 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T 2 2 2 2 2331 S Pullman St 2/18/2025 WINDOW TOP/BOTTOM SECTION (TYP.)8 11 MODULAR ENCLOSURE CUT AWAY SECTION 6 SIDE WINDOW SECTION (TYP.) 3 RACEWAY POSTBASE CHANNEL (TYP.)1 "H"-POST (TYP.)CORNER POST (TYP.)2 4 CAPPING CHANNEL (TYP.)5 DOOR JAMB (TYP.) 9 WALL START (TYP.)12 TALL WALL SLICE CONNECTION PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR 2 CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE N.T.S. MK PYH MK 10/14/2024 EXTRUSION DETAILS D2 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T 2 2331 S Pullman St 2/18/2025 SUSPENDED "T-BAR" GRID CEILING 1 STRUT DETAIL (TYP.) 3 HANGER/SPLAY WIRE 4 SUSPENDED CEILING NOTES: FASCIA/ROOF DECK (TYP.) 2 PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE N.T.S. MK LT MK 10/14/2024 CEILING DETAILS D4 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T 2331 S Pullman St 2/18/2025 PROJECT TITLE DESIGNED BY DRAWN BY CHECKED BY DATE SCALE JOB NO. SHEET NO. DATE BY ISSUE FOR 11510 ISSUE DATE: REVISION: NUM.DATE BY REVISION FOR - CONSULTANT PR O J E C T F O R : STAMP SHEET TITLE N.T.S. MK LT MK 10/14/2024 BEAM CONNECTION DETAILS D5 AX I O M M A T E R I A L S SA N T A A N A , C A 9 2 7 0 5 23 3 1 P U L L M A N S T 2331 S Pullman St 2/18/2025 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 2331 S Pullman St 2/18/2025 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 2331 S Pullman St 2/18/2025 Project: Address: Project #:23-1019-4 Date:10/15/24 Permit #: Plan Review Responses 101118445 (CSG# 442879) Review 2 AXIOM MATERIALS INC SANTA ANA, CA 92705 2331 PULLMAN ST. Please see plan review responses located herein. Feel free to contact me with any questions. Respectfully, Ali Abolhassani, PE Principal Storage Rack Engineering, Inc email: al@storagerackengineering.com 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888.8850 Fax: 949.888.8851 Website: www.storagerackengineering.com, email: al@storagerackengineering.com Page 1 of 68 2331 S Pullman St 2/18/2025 Building Review Comment Responses Project Description: Address: 2331 Pullman St. Jurisdiction: SANTA ANA, CA Axiom Materials 2nd Review Date: 10/14/2024 CSG #:442879 Agency Plan Check #: 101118445 ALL CORRECTIONS HAVE BEEN CLOUDED IN PLAN SET FOR VISIBILITY 1. Final Plans 1c. Address has been corrected. Application needs to be corrected to 2331 Pullman Street. C1 sheet has been included and corrected. 2. Please see Sheet S1.3. All corrections regarded to notes have been updated. 3. C1: COVER SHEET: 3a. Added as Note 12 to the Notes section on C1 sheet. C1 sheet has been included and updated. 3b. Added to Sheet Index and E1 Sheet. Deleted M Sheets. C1 sheet has been included and updated 3c. All sheets now follow order of Sheet Index. C1 sheet has been included and updated. 3d. Specified as T.I. under Notes section. C1 sheet has been included and updated. Page 2 of 68 2331 S Pullman St 2/18/2025 3e: MATERIAL SPECIFICATIONS: C1 sheet has been included and updated. 1) Included under Material Specifications on C1 Sheet. 2) Included on E1 Sheet and under Sheet Index on C1 Sheet. 6. A1: FLOOR PLAN/ REFLECTED CEILING PLAN 6b. Listed under Material Specifications on C1 & listed as details on D4. C1 sheet has been included and updated. 7. A2: ROOF/BEAM PLAN 7a. Provided detail on Sheet D5. 8. S1.0: EXISING SITE PLAN 8c. Project address has been clarified. 8d. See sheet S1.0 for the added site plan note; which calls out section 11B- 206.2.1 exception #2 where it says that an accessible route (from the public street or sidewalk) shall not be required between site arrival points and the building or facility entrance if only the means of access between them is a vehicular way not providing pedestrian access. 9. D1: WALL PANEL DETAILS 9A. Detail 4: 1) Specified in Detail 4 on Sheet D1 3) Structural calculation page 24 column analysis are for columns connected to wide flange beams. Please see detail 1 and detail 2 on D5 Sheet. 10. Updated detail callout in Detail 1 on Sheet D2 as specified. 12. Structural Calculations 12a. C1 Sheet has been updated and noted. Page 3 of 68 2331 S Pullman St 2/18/2025 Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com To: City of Santa Ana Date Completed: 8/20/24 Review #: 2 20 Civic Center Plaza Date Received: 8/14/24 Santa Ana, CA 92701 CSG #: 442879 Attn: Building & Safety Division Agency Plan Check #: 101118445 Job Address: 2311 S Pullman St Job Description: (DIGITAL/PROJECTDOX) Construct a production manufacturing enclosed modular. Status: Plan is ready for permit issuance for the following: Plan is approved. Architectural Energy Plan is approved with conditions. See remarks. Structural Other: Plan is approved with redlines. See remarks. Plumbing Plan is approved with redlines and conditions. See remarks. Electrical X Plan requires corrections. See attached list. Mechanical We have reviewed the following documents ( X Digital only): 1 Plans Truss Calculations 1 Structural Calculations Energy Calculations Soil Report Specifications Geotechnical Review Letter Special Inspection Form(s) Other: Special items to note: Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: ProjectDox From: Eric Haghani, SE / Yoko Tanaka, SE CSG Consultants Inc. (714) 568-1010 Page 4 of 68 2331 S Pullman St 2/18/2025 Page 2 of 6 CITY OF SANTA ANA BUILDING & SAFETY DIVISION PLAN REVIEW CORRECTION LIST Date: 8/20/2024 Status/Review: 2nd Review Permit No: 101118445 CSG #: Applicant: Nancy Gonzalez Contact Phone: 949-888-8850 Plan Reviewer: Yoko Tanaka, SE / Eric Haghani, SE Contact Phone: 714-568-1010 Project Address: 2311 S Pullman St Work Description: (DIGITAL/PROJECTDOX) Construct a production manufacturing enclosed modular. GENERAL 1. Final drawings and calculations shall be wet or digital stamped and signed by the Registered Design Professional and shall include the date of signing below the stamp. Digital stamps and signatures must be noted as such on the plan. (Business & Professions Code 5536.1, 5802, & 6735). 2. For electronically submitted plans, please resubmit a complete set of plans and documents upon INSTRUCTIONS AND INFORMATION FOR THE NEXT PLAN REVIEW In order to accelerate the permit process, please comply with the following instructions: 1. For projects that are electronically submitted (through ProjectDox), please submit revised plans and supporting documents directly to the City along with a response letter which addresses each item on the correction list that identifies their location on the plans. 2. For projects that were not submitted electronically (through ProjectDox), please return the following required sets of corrected plans and supporting documents: • New construction, additions and all ADUs: (3) sets of plans and (2) supporting documents. • Tenant improvement (with no added square footage to the existing building): (2) sets of plans and (2) supporting documents. Please include the plan review correction list, any marked drawings/calculations, and your written responses to each comment. Re-submittals that do not include the plan review correction list with responses and complete construction documents will delay the process. Please return the plans and documents to 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868. Please be advised that the plan review application for this project may expire 180 days from the date of the original application. Should you have any questions, please contact your CSG Plan Check Engineer at 714-568-1010 for technical questions or the DRT Administrative Team at 714-568-1010 or SoCalDRT@csgengr.com regarding processing questions. Page 5 of 68 2331 S Pullman St 2/18/2025 Page 3 of 6 every resubmittal. Any missing plan sheets, missing stamps and/or signatures (where required) may result in significant delays on the plan review and approval process. 3. Change to the plans not the result of a plan review comment or new information added to the plan set must be noted in the written response or the project may be returned without a plan review. Additionally, there may be additional comments or plan review fees. 4. There are no markups on the plans. All comments are in the plan review comments/check list. 5. Additional corrections may be required after additional info is provided. 6. Plan approval will not include approval of plan changes that are not the results of plan review comments unless the changes are specifically noted in the written response and clearly identified on the plans as additional changes from the last plan submitta l. 7. Separate review and approval may be required from other Departments such as Planning/Zoning, Engineering/Public Works, Fire Department, Health Department, etc. Contact City permit counter for requirements. CITY SPECIFIC/SPECIAL REQUIREMENTS 1. Final Approval: a. Tenant improvement (with no added square footage to the existing building): (2) sets of plans and (2) supporting documents are required. 2. For Disabled Access Compliance Documentation Form, please download a copy from the City’s website: https://www.santa-ana.org/documents/disabled -access-compliance-and-unreasonable- hardship-form-2022/ BUILDING REVIEW COMMENTS 1. Final Plans: 1a. Final drawings and calculations shall be stamped and signed by the respective Registered Design Professional and shall include the date of signing below the stamp. Digital stamps and signatures must be noted as such on the plan. (Business & Professions Code 5536.1, 5802, & 6735). 1b. Final Set: Please make sure that all the sheets in the set correspond with the SHEET INDEX and that all notes/detail references are correct & applicable. 1c. New Comment (8/20/24): Please clarify & coordinate the project address as it is shown as 2322 Pullman St. on Sheet C1, 2331 & 2332 Pullman Street on the new drawing borders, and 2311 S Pullman Street in the permit application . 2nd Review Comment: Comment to remain until plans are approved. Reminder updated Sheet C1 was not submitted. 2. The proposed design shall be based on 2022 Codes. List all applicable Codes including City of Page 6 of 68 2331 S Pullman St 2/18/2025 Page 4 of 6 Santa Ana Municipal Code. Update all Code references to 2022 Codes and verify that proposed design complies with current code requirements. 2nd Review Comment: Comment to remain since updated Sheet C1 was not submitted. Additionally, on Sheet S1.3: • please revisit the Restroom General notes and update the outdated sections to the 2022 CBC Chapter 11B (note that the Sections should start with “11B-“). • Note 10: At least 5% of lockers shall be accessible per 11B-225.2.1. 3. C1: COVER SHEET: 3a. Please add the following note on coversheet, “Separate permit is required for Mechanical, Electrical, and Plumbing scopes.” 3b. Please add “For Reference Only” note to electrical and mechanical sheets listed under SHEET INDEX and on the sheet border of actual electrical and mechanical sheets. Please note that mechanical sheets were not included in the set submitted for 1st review. If mechanical sheets will not be included in the set, please remove them from sheet index. 3c. The sheets in the drawings set shall be in the order shown under SHEET INDEX. 3d. NOTES: Specify the Occupancy Group within the proposed new product manufacturing enclosure. 3e. MATERIAL SPECIFICATIONS: 1) Include specifications of all materials used for proposed scope of work including but not limited to steel tubes, plates, angles, and welding. 2) Provide the testing report referenced for shearwalls. The testing report shall be provided by one of the ANSI approved agencies. The lateral resisting system of the enclosure structure was not reviewed at 1st submittal. Additional comments may follow pending the review of the testing report. 3f. Provide design criteria on the plans to specify the risk category, seismic parameters, seismic force resisting system and associated R and Ω values and identify the Seismic Design Category. ASCE 7, Table 1.5-1 and Table 12.2-1. 2nd Review Comment: Comments to remain until updated Sheet C1 is submitted and comments are verified . 6. A1: FLOOR PLAN/ REFLECTED CEILING PLAN 6b. Provide specification of proposed ceiling. 2nd Review Comment: Per responses provided, the specification is also on Sheet C1, which the updated Sheet C1 was not submitted. Please submit the updated Sheet C1. 7. A2: ROOF/BEAM PLAN Page 7 of 68 2331 S Pullman St 2/18/2025 Page 5 of 6 7a. Provide detail of metal deck attachment to steel beams. 2nd Review Comment: Referenced Sheet D5 does not show the metal deck attachment to the steel beams. Comment to remain. 8. S1.0: EXISTING SITE PLAN 8c. Verify if the Existing Site Plan reflects actual existing condition. The parking layout and property line on the street side do not match with the satellite view of the property at 2322 Pullman St. 2nd Review Comment: Comment to remain until the project address is clarified (see comment 1 above). 8d. The accessible route from public street cannot go through the driveway as shown on the Site Plan. Please show the accessible route within the boundary of the site from public streets or sidewalks, to the accessible building entrance. (CBC 11B-206) 2nd Review Comment: Comment above not addressed . Please revisit and show/provide an accessible path-of-travel from public street & sidewalk. 9. D1: WALL PANEL DETAILS 9a. Detail 4: 1) Specify the welding of angel to tube column and tube column to base plate using welding symbol to clarify the type, size, locations and extent of welding proposed at the attachment. 2nd Review Comment: Comment to remain, please show the welding thickness/size and length of required weld. Additionally, please clarify the weld size & length for the base plate attachment to the columns. 3) Per structural calculation page 24, the columns supporting roll-up door are provided with pin support on top and bottom. Please show in the detail how the support is provided on top of the columns. 2nd Review Comment: Comment to remain, please clarify the top connection. 10. Detail 1/D2: Per structural calculation page 40, 3-3/4” embedment is required for Hilti KB-TZ2 anchors. Update the detail callout. 2nd Review Comment: Comment to remain, detail calls out 3-1/2” embedment. 12. Structural Calculations 12a. Provide structural calculation to verify that existing slab-on-grade is sufficient to resist uplift Page 8 of 68 2331 S Pullman St 2/18/2025 Page 6 of 6 force from shearwalls. Provide new footings if required. 2nd Review Comment: Please add a note that the slab thickness (6”) and the compressive strength (f’c=3,500 psi) assumptions in the calculations shall be field verified. (End of Comments) Page 9 of 68 2331 S Pullman St 2/18/2025 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888.8850 Fax: 949.888.8851 Ali Abolhassani, P.E. President & Engineer of Record email: mail@storagerackengineering.com www.storagerackengineering.com Page 10 of 68 2331 S Pullman St 2/18/2025 NO T E S : 1. C O N S T R U C T I O N T Y P E I I I B 2. E X I S T I N G O C C U P A N C Y G R O U P B , F - 2 , S - 1 T . I . O C C U P A N C Y G R O U P B , F - 2 3. MO D U L A R P R O D U C T I O N R O O M : - 1 2 5 0 S Q . F T . S I N G L E S T O R Y B U I L D I N G I S F U L L Y S P R I N K L E R E D 4. M O D U L A R P R O D U C T I O N R O O M I S T E N A N T IM P R O V E M E N T T O B E A S S E M B L E D I N S I D E . (P R O J E C T W I L L N O T B E E X P O S E D T O EL E M E N T S ) 5. W A L L S A R E D E M O U N T A B L E P A R T I T I O N . 6. S P R I N K L E R S W I L L B E T H R O U G H A SU B C O N T R A C T O R W H O W I L L S U B M I T P L A N S FO R P E R M I T S P R I O R T O O C C U P A N C Y . 7. A L L E L E C T R I C A L I N S T A L L A T I O N I S D O N E P E R N. E . C . C U R R E N T E D I T I O N . 8. A L L D O O R H A R D W A R E T O C O M P L Y W I T H A D A RE Q U I R E M E N T S . 9. A L L E X I S T I N G C O N D I T I O N S T O C O M P L Y W I T H AD A R E Q U I R E M E N T S . 10 . B U I L D I N G T O C O M P L Y W I T H E G R E S S P E R 20 2 2 C A L I F O R N I A B U I L D I N G C O D E , 2 0 2 2 CA L I F O R N I A E L E C T R I C A L C O D E , 2 0 2 2 CA L I F O R N I A E N E R G Y C O D E , 2 0 2 2 C A L I F O R N I A GR E E N B U I L D I N G S T A N D A R D S C O D E , 2 0 2 2 CA L I F O R N I A E X I S T I N G B U I L D I N G C O D E . 11 . E X I T D O O R S S H A L L B E O P E R A B L E F R O M TH E I N S I D E W I T H O U T T H E U S E O F A K E Y O R SP E C I A L K N O W L E D G E O R E F F O R T . 12 . S E P A R A T E P E R M I T I S R E Q U I R E D F O R ME C H A N I C A L , E L E C T R I C A L , A N D P L U M B I N G SC O P E S CO N T R A C T E D B Y : 15 0 B U S I N E S S C E N T E R D R . CO R O N A , C A 9 2 8 8 0 90 9 - 9 4 7 - 1 0 7 7 P H O N E 90 9 - 9 4 7 - 2 6 7 5 F A X SH E E T I N D E X : TI T L E S H E E T 1. C O V E R S H E E T C 1 2. E X I S T I N G S I T E P L A N S 1 . 0 3. E X I T P L A N S 1 . 1 4. E X I T P L A N M E Z Z A N I N E S 1 . 2 5. ( E ) A C C E S S I B L E R E S T R O O M S S 1 . 3 6. A C C E S S I B L E D E T A I L S S 1 . 4 7. A C C E S S I B L E N O T E S S 1 . 5 8. F L O O R P L A N / R E F L E C T E D C E I L I N G P L A N A 1 9. R O O F / B E A M P L A N A 2 10 . B U I L D I N G S E C T I O N A 3 11 . W A L L P A N E L D E T A I L S D 1 12 . E X T R U S I O N D E T A I L S D 2 13 . R A C E W A Y D E T A I L S D 3 14 . C E I L I N G D E T A I L S D 4 15 . B E A M C O N N E C T I O N D E T A I L S D 5 16 . E L E C T R I C A L P L A N ( F O R R E F E R E N C E O N L Y ) E 1 PR O J E C T F O R : AX I O M M A T E R I A L S 23 3 1 P U L L M A N S T . SA N T A A N A , C A 9 2 7 0 5 MA T E R I A L S P E C I F I C A T I O N S : CE I L I N G : U S G R A D A R B A S I C A C O U S T I C A L P A N E L - 3 2 7 0 V I N Y L R O C K P A N E L LA Y - I N 2 ' X 4 ' C E I L I N G P A N E L . WA L L S : U N I T E D P A R T I T I O N 4 " S Y S T E M S A N D W I C H P A N E L S - U L C L A S S I F I E D I N AC C O R D A N C E W I T H N A T I O N A L E L E C T R I C A L C O D E , 20 1 9 E DI T I O N . FI L E Q R S Y . M H 2 7 9 5 2 . CO N C R E T E : f c = 3 , 5 0 0 P S I ( E X I S T I N G 6 " S L A B ) S H A L L B E V E R I F I E D I N F I E L D AL U M I N U M : A L L O Y 6 0 6 3 - T 6 F y = 3 5 , 0 0 0 P S I SH E A R W A L L S : U N I T E D P A R T I T I O N S A N D W I C H P A N E L S B A S E D O N L O A D T E S T S BY S P E C I A L I Z E D T E S T I N G S T Q A 5 0 6 5 2 . ST E E L T U B E S : H . S . S 3 / 8 " T H I C K 3 1 / 2 " L E N G T H 3 1 / 2 " W I D T H ( W E L D E D T O B A S E PL A T E ) & H . S . S 1 / 4 " T H I C K 3 1 / 2 " L E N G T H 3 1 / 2 " W I D T H ( W E L D E D T O B A S E PL A T E ) PL A T E S : 1 / 2 " T H I C K 8 " L E N G T H 3 1 / 2 " W I D T H W I T H 5 / 8 " H O L E F O R 1 / 2 " X 3 1 / 2 " EM B E D H I L T I K W I K B O L T T Z AN G L E S : 1 / 4 " T H I C K 3 " L E N G T H 3 " W I D T H ( W E L D E D T O A L L 4 S I D E S ) W I T H 1/ 2 " X 7 " A 3 2 5 B O L T WE L D I N G : 3 / 1 6 " F I L L E T W E L D SP E C I A L I N S P E C T I O N EX P A N S I O N A N C H O R S : H I L T I K W I K B O L T T Z 2 P E R I C C E S R - 4 2 6 6 (S P E C I A L I N S P E C T I O N I S R E Q U I R E D P E R I . C . C . # E S R 4 2 6 6 ) CO N S T R U C T I O N N O T E S 1. A N C H O R B O L T S S H A L L B E P R O V I D E D B Y T H E G E N E R A L C O N T R A C T O R . IN S T A L L A T I O N S H A L L B E I N A C C O R D A N C E W I T H T H E A I S C C O D E O F S T A N D A R D PR A C T I C E S E C T I O N 7 . 5 2. T H E G E N E R A L C O N T R A C T O R S H A L L V E R I F Y A L L D I M E N S I O N S A N D CO N D I T I O N S O N T H E J O B S I T E P R I O R T O S T A R T I N G W O R K . A N Y D I S C R E P A N C I E S FR O M P L A N S , O R E X I S T I N G M A T E R I A L D E F I C I E N C I E S S H A L L B E B R O U G H T T O TH E A T T E N T I O N O F T H E E N G I N E E R O F R E C O R D . 3. I T I S T H E R E S P O N S I B I L I T Y O F T H E C O N T R A C T O R T O P R O V I D E A D E Q U A T E BR A C I N G O F T H E S T R U C T U R E D U R I N G C O N S T R U C T I O N . DE S I G N L O A D S PE R 20 2 2 C B C & A S C E 7 - 1 6 ( A S D M E T H O D ) RO O F L I V E L O A D : 0 P S F RO O F D E A D L O A D : 8 P S F WA L L D E A D L O A D : 8 P S F SE I S M I C : Z O N E D SC O P E O F W O R K TO C O N S T R U C T A 2 5 ' x 5 0 ' M O D U L A R PR O D U C T I O N M A N U F A C T U R I N G E N C L O S U R E WI T H I N A N E X I S T I N G B U I L D I N G S T R U C T U R E . US E D T O C R E A T E C E R A M I C M A T R I X CO M P O S I T E S , F I L M A D H E S I V E S & A N C I L L A R Y PR O D U C T S . VI C I N I T Y M A P EN G I N E E R E D B Y : ST O R A G E R A C K E N G I N E E R I N G , I N C 23 1 4 2 A R R O Y O V I S T A RA N C H O S A N T A M A R G A R I T A , C A 9 2 6 8 8 PH O N E : ( 9 4 9 ) 8 8 8 - 8 8 5 0 FA X : ( 9 4 9 ) 8 8 8 - 8 8 5 1 AL I A B O L H A S S A N I , P . E . PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R 2CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MKLTMK 10 / 1 4 / 2 0 2 4 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST CO V E R S H E E T C1 SI T E LO C A T I O N 2 2 2 2 2 2 2 2 Page 11 of 68 2331 S Pullman St 2/18/2025 PA T H O F TR A V E L PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R 2CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MKLTMK 10 / 1 4 / 2 0 2 4 EX I S T I N G SI T E P L A N S1 . 0 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST NO T E S : 1. F O R E X I S T I N G E X I T / A C C E S S I B I L I T Y P L A N & N O T E S S E E S H E E T S S 1 . 1 , S 1 . 2 & S 1 . 5 . 2. F O R E X I S T I N G R E S T R O O M P L A N & N O T E S , S E E S H E E T S 1 . 3 . 3. F O R E X I S T I N G S I G N D E T A I L S , S E E S H E E T S S 1 . 4 & S 1 . 5 . PR O J E C T LO C A T I O N FO R EN L A R G E D FL O O R P L A N , SE E S H E E T A 1 . 2 Page 12 of 68 2331 S Pullman St 2/18/2025 PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R -CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MKLTMK 10 / 1 4 / 2 0 2 4 EX I T P L A N S1 . 1 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST Page 13 of 68 2331 S Pullman St 2/18/2025 PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R -CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MKLTMK 14 / 1 0 / 2 0 2 4 EX I T P L A N ME Z Z A N I N E S1 . 2 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST Page 14 of 68 2331 S Pullman St 2/18/2025 PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MKLTMK 10 / 1 4 / 2 0 2 4 (E ) A C C E S S I B L E RE S T R O O M S S1 . 3 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST 2 Page 15 of 68 2331 S Pullman St 2/18/2025 PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R -CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MK PY HMK 10 / 1 4 / 2 0 2 4 AC C E S S I B L E DE T A I L S S1 . 4 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST Page 16 of 68 2331 S Pullman St 2/18/2025 PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R -CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MKLTMK 10 / 1 4 / 2 0 2 4 AC C E S S I B L E NO T E S S1 . 5 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST HA N D I C A P P A R K I N G S I G N SC A L E NO S C A L E Page 17 of 68 2331 S Pullman St 2/18/2025 10 ' x 1 0 ' S T E E L F R A M E W/ A U T O M A T E D VI N Y L R O L L - U P D O O R PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R -CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E 1/ 2 " = 1 ' - 0 " MKLTMK 10 / 1 4 / 2 0 2 4 FL O O R P L A N / RE F L E C T E D CE I L I N G P L A N A1 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST Page 18 of 68 2331 S Pullman St 2/18/2025 W10X22 I-BEAM W10X22 I-BEAM TY P . TY P . TY P . TY P . TY P . 'X ' B R A C I N G , SE E D E T A I L 6 ON S H E E T D 1 . (T Y P . W H E R E N O T E D ) PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R 2CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E 1/ 2 " = 1 ' - 0 " MKLTMK 10 / 1 4 / 2 0 2 4 RO O F / B E A M PL A N A2 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST 2 Page 19 of 68 2331 S Pullman St 2/18/2025 M O D U L A R PR O D U C T I O N R O O M EX I S T I N G WO O D R A F T E R EX I S T I N G WA L L R1 9 B A T T I N S U L A T I O N DE C K P L U G S 2x 4 L I G H T FI X T U R E EX I S T I N G R O O F 20 ' / 2 1 ' O N P I T C H WA L L S P L I C E PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R -CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E 3/ 4 " = 1 ' - 0 " MKLTMK 10 / 1 4 / 2 0 2 4 BU I L D I N G SE C T I O N A3 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST BU I L D I N G S E C T I O N Page 20 of 68 2331 S Pullman St 2/18/2025 WA L L P A N E L ( T Y P . ) WI N D O W W A L L P A N E L 30 6 8 D O O R P A N E L WA L L P A N E L ( R - 1 4 ) SE C T I O N ( T Y P . ) 1 2 3 5 RO L L - U P D O O R F R A M E D O P E N I N G 4 SO L I D C O R E DO O R S C H E D U L E TY P E SI Z E WI N D O W 30 6 8 YE S AVI N Y L R O L L - U P 10 ' X 1 0 ' VI S I O N P N L B IDAB HA R D W A R E LE V E R L O C K S E T - PA N I C B A R YE S NO QT Y11 RA C E W A Y PO S T 1" D I A . HO L E 4" X 5 G A S T R A P OR 4 " X 1 / 4 " P L A T E (T Y P . ) (2 ) 1 / 2 " D I A . H O L E BO L T E D T O RA C E W A Y P O S T . (T Y P . ) (1 ) 1 " D I A . G R A D E 5 B O L T ( T Y P . ) PL 6 " X 8 " X 1 / 4 " (T Y P . ) (2 ) 1 / 2 " D I A . H O L E BO L T E D T O RA C E W A Y P O S T . (T Y P . ) 4" X 5 G A S T R A P OR 4 " X 1 / 4 " P L A T E (T Y P . ) (2 ) 1 " D I A . H O L E S 'X ' B R A C E D W A L L P A N E L 6 PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R 2CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MKLTMK 10 / 1 4 / 2 0 2 4 WA L L P A N E L DE T A I L S D1 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST 2 2 2 2 Page 21 of 68 2331 S Pullman St 2/18/2025 WI N D O W T O P / B O T T O M S E C T I O N ( T Y P . ) 8 11 MO D U L A R E N C L O S U R E C U T A W A Y S E C T I O N 6 SI D E W I N D O W S E C T I O N ( T Y P . ) 3 RA C E W A Y P O S T BA S E C H A N N E L ( T Y P . ) 1 "H " - P O S T ( T Y P . ) CO R N E R P O S T ( T Y P . ) 2 4 CA P P I N G C H A N N E L ( T Y P . ) 5 D O O R J A M B ( T Y P . ) 9 WA L L S T A R T ( T Y P . ) 12 TA L L W A L L S L I C E C O N N E C T I O N PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R 2CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MK PY HMK 10 / 1 4 / 2 0 2 4 EX T R U S I O N DE T A I L S D2 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST 2 Page 22 of 68 2331 S Pullman St 2/18/2025 PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R -CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MKLTMK 10 / 1 4 / 2 0 2 4 RA C E W A Y DE T A I L S D3 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST Page 23 of 68 2331 S Pullman St 2/18/2025 SU S P E N D E D " T - B A R " G R I D C E I L I N G 1 ST R U T D E T A I L ( T Y P . ) 3 HA N G E R / S P L A Y W I R E 4 SU S P E N D E D C E I L I N G N O T E S : FA S C I A / R O O F D E C K ( T Y P . ) 2 PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MKLTMK 10 / 1 4 / 2 0 2 4 CE I L I N G D E T A I L S D4 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST Page 24 of 68 2331 S Pullman St 2/18/2025 PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R -CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MKLTMK 10 / 1 4 / 2 0 2 4 BE A M CO N N E C T I O N DE T A I L S D5 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST Page 25 of 68 2331 S Pullman St 2/18/2025 BK R CI R CI R BK R VO L T VO L T AM P S LO A D AM P S LO A D VO L T A G E : 1 2 0 / 2 0 8 V PO L E S : 1 2 WI R E S : 3 PH A S E : S I N G L E MA I N L U G : 1 2 5 A M P . LO A D : 15 . 0 TO T A L L O A D : 23 . 0 LO A D : 8. 0 11 0 15 . 0 LI G H T S 8. 0 11 0 - - - 2020 246 2020 135 LE D L I G H T F I X T U R E FI X T U R E S C H E D U L E TY P E AM P S VO L T A G E .5 11 0 LE G E N D DU P L E X 1. 5 11 0 - - - - - - - 81012 - 7911 - - - - - - - - DU P L E X O U T L E T 1 NE W S U B P A N E L M 1 10 ' x 1 0 ' S T E E L F R A M E W/ A U T O M A T E D VI N Y L R O L L - U P D O O R 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - - - - - - -- - - - - - - - - - - - 2 LI G H T S W I T C H - 11 0 PR O J E C T T I T L E DE S I G N E D B Y DR A W N B Y CH E C K E D B Y DA T E SC A L E JO B N O . SH E E T N O . DA T E BY IS S U E F O R 11 5 1 0 IS S U E D A T E : RE V I S I O N : NU M . DA T E BY RE V I S I O N F O R -CO N S U L T A N T PROJECT FOR: ST A M P SH E E T T I T L E N.T . S . MKLTMK 10 / 1 4 / 2 0 2 4 EL E C T R I C A L P L A N E1 AXIOM MATERIALS SANTA ANA, CA 92705 2331 PULLMAN ST NO T E S : FO R R E F E R E N C E ON L Y Page 26 of 68 2331 S Pullman St 2/18/2025 !" 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Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: AXIOM MATERIALS INC 23-1019-4 COLUMN AND BEAM.ec6 Project Title: Engineer: Project ID: Printed: 20 OCT 2023, 11:04AM Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 14Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS3-1/2x3-1/2x1/4 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 14 ft, K = 1.50 Unbraced Length for buckling ABOUT X-X Axis = 14 ft, K = 1.50 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 146.712 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 14.0 ft, D = 1.680, E = 1.866 k BENDING LOADS . . . Moment acting about X-X axis at 11.0 ft, E = 0.5880 k-ft .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.2968 Location of max.above base 10.993 ft 3.133 k 12.001 k 0.3232 k-ft Load Combination +D+0.70E+0.60H Load Combination +D+0.70E+0.60H 8.034 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.02940 k 0.001363 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 8.034 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0420 k Bottom along Y-Y 0.0420 k Maximum Load Deflections . . . Along Y-Y 0.07064 in at 7.517 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base for load combination : 21.572 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry +D+H PASS PASS0.00 0.000 0.00 ftft0.152 1.41 1.00 190.91 190.91 +D+L+H PASS PASS0.00 0.000 0.00 ftft0.152 1.41 1.00 190.91 190.91 +D+Lr+H PASS PASS0.00 0.000 0.00 ftft0.152 1.41 1.00 190.91 190.91 +D+S+H PASS PASS0.00 0.000 0.00 ftft0.152 1.41 1.00 190.91 190.91 +D+0.750Lr+0.750L+H PASS PASS0.00 0.000 0.00 ftft0.152 1.41 1.00 190.91 190.91 +D+0.750L+0.750S+H PASS PASS0.00 0.000 0.00 ftft0.152 1.41 1.00 190.91 190.91 +D+0.60W+H PASS PASS0.00 0.000 0.00 ftft0.152 1.41 1.00 190.91 190.91 +D+0.750Lr+0.450W+H PASS PASS0.00 0.000 0.00 ftft0.152 1.41 1.00 190.91 190.91 +D+0.750S+0.450W+H PASS PASS0.00 0.000 0.00 ftft0.152 1.41 1.00 190.91 190.91 +0.60D+0.60W+0.60H PASS PASS0.00 0.000 0.00 ftft0.091 1.41 1.00 190.91 190.91 +D+0.70E+0.60H PASS PASS10.99 0.001 0.00 ftft0.297 1.41 1.00 190.91 190.91 +D+0.750L+0.750S+0.5250E+H PASS PASS10.99 0.001 0.00 ftft0.261 1.41 1.00 190.91 190.91 +0.60D+0.70E+H PASS PASS10.99 0.001 0.00 ftft0.236 1.41 1.00 190.91 190.91 . Page 33 of 68 2331 S Pullman St 2/18/2025 Steel Column STORAGE RACK ENGINEERING, INC.Lic. # : KW-06008597 DESCRIPTION:COLUMN Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: AXIOM MATERIALS INC 23-1019-4 COLUMN AND BEAM.ec6 Project Title: Engineer: Project ID: Printed: 20 OCT 2023, 11:04AM Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments +D+H 1.827 +D+L+H 1.827 +D+Lr+H 1.827 +D+S+H 1.827 +D+0.750Lr+0.750L+H 1.827 +D+0.750L+0.750S+H 1.827 +D+0.60W+H 1.827 +D+0.750Lr+0.450W+H 1.827 +D+0.750S+0.450W+H 1.827 +0.60D+0.60W+0.60H 1.096 +D+0.70E+0.60H -0.0293.133 0.029 +D+0.750L+0.750S+0.5250E+H -0.0222.806 0.022 +0.60D+0.70E+H -0.0292.402 0.029 D Only 1.827 Lr Only L Only S Only W Only E Only -0.0421.866 0.042 H Only k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base -0.0293.133 0.029 Minimum" MaximumReaction, X-X Axis Base 1.827 Minimum"1.827 MaximumReaction, Y-Y Axis Base -0.0421.866 0.042 Minimum"1.827 MaximumReaction, X-X Axis Top 1.827 Minimum"1.827 MaximumReaction, Y-Y Axis Top 1.827 Minimum"1.827 MaximumMoment, X-X Axis Base 1.827 Minimum"1.827 MaximumMoment, Y-Y Axis Base 1.827 Minimum"1.827 MaximumMoment, X-X Axis Top 1.827 Minimum"1.827 MaximumMoment, Y-Y Axis Top 1.827 Minimum"1.827 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.000 0.000 ftftinin0.000 +D+L+H 0.0000 0.000 0.000 ftftinin0.000 +D+Lr+H 0.0000 0.000 0.000 ftftinin0.000 +D+S+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr+0.750L+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.750S+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr+0.450W+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S+0.450W+H 0.0000 0.000 0.000 ftftinin0.000 +0.60D+0.60W+0.60H 0.0000 0.000 0.000 ftftinin0.000 +D+0.70E+0.60H 0.0000 0.049 7.517 ftftinin0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 0.037 7.517 ftftinin0.000 +0.60D+0.70E+H 0.0000 0.049 7.517 ftftinin0.000 D Only 0.0000 0.000 0.000 ftftinin0.000 Page 34 of 68 2331 S Pullman St 2/18/2025 Steel Column STORAGE RACK ENGINEERING, INC.Lic. # : KW-06008597 DESCRIPTION:COLUMN Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: AXIOM MATERIALS INC 23-1019-4 COLUMN AND BEAM.ec6 Project Title: Engineer: Project ID: Printed: 20 OCT 2023, 11:04AM Project Descr: Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance Lr Only 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.000 0.000 ftftinin0.000 E Only 0.0000 0.071 7.517 ftftinin0.000 H Only 0.0000 0.000 0.000 ftftinin0.000 .Steel Section Properties :HSS3-1/2x3-1/2x1/4 R xx = 1.320 in Depth =3.500 in R yy = 1.320 in J =8.350 in^4 Width =3.500 in Wall Thick = 0.250 in Zx =3.500 in^3 Area = 2.910 in^2 Weight =10.479 plf I xx =5.04 in^4 S xx =2.88 in^3Design Thick =0.233 in I yy =5.040 in^4 C =4.920 in^3 S yy =2.880 in^3 Ycg =0.000 in Sketches Page 35 of 68 2331 S Pullman St 2/18/2025 Steel Beam STORAGE RACK ENGINEERING, INC.Lic. # : KW-06008597 DESCRIPTION:BEAM W10X22 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: AXIOM MATERIALS INC 23-1019-4 COLUMN AND BEAM.ec6 Project Title: Engineer: Project ID: Printed: 20 OCT 2023, 11:07AM Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.0080 ksf, Tributary Width = 16.80 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.602 : 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 12.500 ft 1.956 k Mn / Omega : Allowable 20.301 k-ft Vn/Omega : Allowable W10x22Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+H 48.960 k Section used for this span W10x22 Ma : Applied Maximum Shear Stress Ratio =0.040 : 1 0.000 ft 12.226 k-ft Va : Applied 0 <360 743 Ratio =0 <240 Maximum Deflection Max Downward Transient Deflection 0.000 in 0Ratio =<360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.404 in Ratio =>=240 Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 25.00 ft 1 0.602 0.040 12.23 12.23 33.90 20.30 1.14 1.00 1.96 73.44 48.96 +D+L+H Dsgn. L = 25.00 ft 1 0.602 0.040 12.23 12.23 33.90 20.30 1.14 1.00 1.96 73.44 48.96 +D+Lr+H Dsgn. L = 25.00 ft 1 0.602 0.040 12.23 12.23 33.90 20.30 1.14 1.00 1.96 73.44 48.96 +D+S+H Dsgn. L = 25.00 ft 1 0.602 0.040 12.23 12.23 33.90 20.30 1.14 1.00 1.96 73.44 48.96 +D+0.750Lr+0.750L+H Dsgn. L = 25.00 ft 1 0.602 0.040 12.23 12.23 33.90 20.30 1.14 1.00 1.96 73.44 48.96 +D+0.750L+0.750S+H Dsgn. L = 25.00 ft 1 0.602 0.040 12.23 12.23 33.90 20.30 1.14 1.00 1.96 73.44 48.96 +D+0.60W+H Dsgn. L = 25.00 ft 1 0.602 0.040 12.23 12.23 33.90 20.30 1.14 1.00 1.96 73.44 48.96 +D+0.70E+H Dsgn. L = 25.00 ft 1 0.602 0.040 12.23 12.23 33.90 20.30 1.14 1.00 1.96 73.44 48.96 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 25.00 ft 1 0.602 0.040 12.23 12.23 33.90 20.30 1.14 1.00 1.96 73.44 48.96 +D+0.750L+0.750S+0.450W+H Dsgn. L = 25.00 ft 1 0.602 0.040 12.23 12.23 33.90 20.30 1.14 1.00 1.96 73.44 48.96 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 25.00 ft 1 0.602 0.040 12.23 12.23 33.90 20.30 1.14 1.00 1.96 73.44 48.96 +0.60D+0.60W+0.60H Dsgn. L = 25.00 ft 1 0.361 0.024 7.34 7.34 33.90 20.30 1.14 1.00 1.17 73.44 48.96Page 36 of 68 2331 S Pullman St 2/18/2025 Steel Beam STORAGE RACK ENGINEERING, INC.Lic. # : KW-06008597 DESCRIPTION:BEAM W10X22 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: AXIOM MATERIALS INC 23-1019-4 COLUMN AND BEAM.ec6 Project Title: Engineer: Project ID: Printed: 20 OCT 2023, 11:07AM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +0.60D+0.70E+0.60H Dsgn. L = 25.00 ft 1 0.361 0.024 7.34 7.34 33.90 20.30 1.14 1.00 1.17 73.44 48.96 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.4038 12.571 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 1.956 1.956 Overall MINimum 1.174 1.174 +D+H 1.956 1.956 +D+L+H 1.956 1.956 +D+Lr+H 1.956 1.956 +D+S+H 1.956 1.956 +D+0.750Lr+0.750L+H 1.956 1.956 +D+0.750L+0.750S+H 1.956 1.956 +D+0.60W+H 1.956 1.956 +D+0.70E+H 1.956 1.956 +D+0.750Lr+0.750L+0.450W+H 1.956 1.956 +D+0.750L+0.750S+0.450W+H 1.956 1.956 +D+0.750L+0.750S+0.5250E+H 1.956 1.956 +0.60D+0.60W+0.60H 1.174 1.174 +0.60D+0.70E+0.60H 1.174 1.174 D Only 1.956 1.956 H Only Page 37 of 68 2331 S Pullman St 2/18/2025 Steel Column STORAGE RACK ENGINEERING, INC.Lic. # : KW-06008597 DESCRIPTION:ROLL UP DOOR COLUMN Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: AXIOM MATERIALS INC 23-1019-4 COLUMN AND BEAM.ec6 Project Title: Engineer: Project ID: Printed: 24 OCT 2023, 12:51PM Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Stress Grade Top & Bottom PinnedAnalysis Method : 18.0Overall Column Height Top & Bottom FixityAllowable Strength Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS3-1/2x3-1/2x1/4 46.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 18.0 ft, K = 1.50 Unbraced Length for buckling ABOUT X-X Axis = 18.0 ft, K = 1.50 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 188.629 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 18.0 ft, D = 1.836, E = 0.6310 k BENDING LOADS . . . Moment acting about X-X axis at 11.0 ft, E = 0.490 k-ft . X-X & Y-Y kl/r > 200 DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.3629 Location of max.above base 10.993 ft 2.466 k 7.260 k 0.2095 k-ft Load Combination +D+0.70E+0.60H Load Combination +D+0.70E+0.60H 8.034 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.01906 k 0.000883 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k 8.034 k-ft 0.0 k-ft Pa : Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable Va : Applied Vn / Omega : Allowable Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.02722 k Bottom along Y-Y 0.02722 k Maximum Load Deflections . . . Along Y-Y 0.04919 in at 7.732 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base for load combination : 21.572 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Rx KyLy/Ry +D+H PASS PASS0.00 0.000 0.00 ftft0.279 1.52 1.00 245.45 245.45 +D+L+H PASS PASS0.00 0.000 0.00 ftft0.279 1.52 1.00 245.45 245.45 +D+Lr+H PASS PASS0.00 0.000 0.00 ftft0.279 1.52 1.00 245.45 245.45 +D+S+H PASS PASS0.00 0.000 0.00 ftft0.279 1.52 1.00 245.45 245.45 +D+0.750Lr+0.750L+H PASS PASS0.00 0.000 0.00 ftft0.279 1.52 1.00 245.45 245.45 +D+0.750L+0.750S+H PASS PASS0.00 0.000 0.00 ftft0.279 1.52 1.00 245.45 245.45 +D+0.60W+H PASS PASS0.00 0.000 0.00 ftft0.279 1.52 1.00 245.45 245.45 +D+0.750Lr+0.450W+H PASS PASS0.00 0.000 0.00 ftft0.279 1.52 1.00 245.45 245.45 +D+0.750S+0.450W+H PASS PASS0.00 0.000 0.00 ftft0.279 1.52 1.00 245.45 245.45 +0.60D+0.60W+0.60H PASS PASS0.00 0.000 0.00 ftft0.167 1.52 1.00 245.45 245.45 +D+0.70E+0.60H PASS PASS10.99 0.001 0.00 ftft0.363 1.52 1.00 245.45 245.45 +D+0.750L+0.750S+0.5250E+H PASS PASS10.99 0.001 0.00 ftft0.342 1.52 1.00 245.45 245.45 +0.60D+0.70E+H PASS PASS10.99 0.001 0.00 ftft0.251 1.52 1.00 245.45 245.45 . Page 38 of 68 2331 S Pullman St 2/18/2025 Steel Column STORAGE RACK ENGINEERING, INC.Lic. # : KW-06008597 DESCRIPTION:ROLL UP DOOR COLUMN Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: AXIOM MATERIALS INC 23-1019-4 COLUMN AND BEAM.ec6 Project Title: Engineer: Project ID: Printed: 24 OCT 2023, 12:51PM Project Descr: k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments +D+H 2.025 +D+L+H 2.025 +D+Lr+H 2.025 +D+S+H 2.025 +D+0.750Lr+0.750L+H 2.025 +D+0.750L+0.750S+H 2.025 +D+0.60W+H 2.025 +D+0.750Lr+0.450W+H 2.025 +D+0.750S+0.450W+H 2.025 +0.60D+0.60W+0.60H 1.215 +D+0.70E+0.60H -0.0192.466 0.019 +D+0.750L+0.750S+0.5250E+H -0.0142.356 0.014 +0.60D+0.70E+H -0.0191.656 0.019 D Only 2.025 Lr Only L Only S Only W Only E Only -0.0270.631 0.027 H Only k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base -0.0192.466 0.019 Minimum" MaximumReaction, X-X Axis Base 2.025 Minimum"2.025 MaximumReaction, Y-Y Axis Base -0.0270.631 0.027 Minimum"2.025 MaximumReaction, X-X Axis Top 2.025 Minimum"2.025 MaximumReaction, Y-Y Axis Top 2.025 Minimum"2.025 MaximumMoment, X-X Axis Base 2.025 Minimum"2.025 MaximumMoment, Y-Y Axis Base 2.025 Minimum"2.025 MaximumMoment, X-X Axis Top 2.025 Minimum"2.025 MaximumMoment, Y-Y Axis Top 2.025 Minimum"2.025 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.000 0.000 ftftinin0.000 +D+L+H 0.0000 0.000 0.000 ftftinin0.000 +D+Lr+H 0.0000 0.000 0.000 ftftinin0.000 +D+S+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr+0.750L+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750L+0.750S+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr+0.450W+H 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S+0.450W+H 0.0000 0.000 0.000 ftftinin0.000 +0.60D+0.60W+0.60H 0.0000 0.000 0.000 ftftinin0.000 +D+0.70E+0.60H 0.0000 0.034 7.732 ftftinin0.000 +D+0.750L+0.750S+0.5250E+H 0.0000 0.026 7.732 ftftinin0.000 +0.60D+0.70E+H 0.0000 0.034 7.732 ftftinin0.000 D Only 0.0000 0.000 0.000 ftftinin0.000 Page 39 of 68 2331 S Pullman St 2/18/2025 Steel Column STORAGE RACK ENGINEERING, INC.Lic. # : KW-06008597 DESCRIPTION:ROLL UP DOOR COLUMN Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: AXIOM MATERIALS INC 23-1019-4 COLUMN AND BEAM.ec6 Project Title: Engineer: Project ID: Printed: 24 OCT 2023, 12:51PM Project Descr: Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance Lr Only 0.0000 0.000 0.000 ftftinin0.000 L Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.000 0.000 ftftinin0.000 E Only 0.0000 0.049 7.732 ftftinin0.000 H Only 0.0000 0.000 0.000 ftftinin0.000 .Steel Section Properties :HSS3-1/2x3-1/2x1/4 R xx = 1.320 in Depth =3.500 in R yy = 1.320 in J =8.350 in^4 Width =3.500 in Wall Thick = 0.250 in Zx =3.500 in^3 Area = 2.910 in^2 Weight =10.479 plf I xx =5.04 in^4 S xx =2.88 in^3Design Thick =0.233 in I yy =5.040 in^4 C =4.920 in^3 S yy =2.880 in^3 Ycg =0.000 in Sketches Page 40 of 68 2331 S Pullman St 2/18/2025 Steel Beam STORAGE RACK ENGINEERING, INC.Lic. # : KW-06008597 DESCRIPTION:ROLL UP DOOR BEAM TS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: AXIOM MATERIALS INC 23-1019-4 COLUMN AND BEAM.ec6 Project Title: Engineer: Project ID: Printed: 24 OCT 2023, 12:54PM Project Descr: CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : ksi Bending Axis :Major Axis Bending Completely Unbraced Allowable Strength Design Fy : Steel Yield :50.0 ksi Beam Bracing :E: Modulus :29,000.0 .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.0160 ksf, Tributary Width = 8.0 ft Point Load : D = 0.190 k @ 5.0 ft .Design OKDESIGN SUMMARY Maximum Bending Stress Ratio =0.193 : 1 Load Combination +D+H Span # where maximum occurs Span # 1 Location of maximum on span 5.000 ft 0.8082 k Mn / Omega : Allowable 11.702 k-ft Vn/Omega : Allowable HSS3-1/2x3-1/2x3/8Section used for this span Span # where maximum occurs Location of maximum on span Span # 1 Load Combination +D+H 30.758 k Section used for this span HSS3-1/2x3-1/2x3/8 Ma : Applied Maximum Shear Stress Ratio =0.026 : 1 0.000 ft 2.258 k-ft Va : Applied 0 <360 577 Ratio =0 <240 Maximum Deflection Max Downward Transient Deflection 0.000 in 0Ratio =<360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.208 in Ratio =>=240 Max Upward Total Deflection 0.000 in .Maximum Forces & Stresses for Load Combinations Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 +D+L+H Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 +D+Lr+H Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 +D+S+H Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 +D+0.750Lr+0.750L+H Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 +D+0.750L+0.750S+H Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 +D+0.60W+H Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 +D+0.70E+H Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 +D+0.750L+0.750S+0.450W+H Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 +D+0.750L+0.750S+0.5250E+H Page 41 of 68 2331 S Pullman St 2/18/2025 Steel Beam STORAGE RACK ENGINEERING, INC.Lic. # : KW-06008597 DESCRIPTION:ROLL UP DOOR BEAM TS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.10.31 File: AXIOM MATERIALS INC 23-1019-4 COLUMN AND BEAM.ec6 Project Title: Engineer: Project ID: Printed: 24 OCT 2023, 12:54PM Project Descr: Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Dsgn. L = 10.00 ft 1 0.193 0.026 2.26 2.26 19.54 11.70 1.17 1.00 0.81 51.37 30.76 +0.60D+0.60W+0.60H Dsgn. L = 10.00 ft 1 0.116 0.016 1.35 1.35 19.54 11.70 1.17 1.00 0.48 51.37 30.76 +0.60D+0.70E+0.60H Dsgn. L = 10.00 ft 1 0.116 0.016 1.35 1.35 19.54 11.70 1.17 1.00 0.48 51.37 30.76 . Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections D Only 1 0.2078 5.029 0.0000 0.000 . Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Overall MAXimum 0.808 0.808 Overall MINimum 0.485 0.485 +D+H 0.808 0.808 +D+L+H 0.808 0.808 +D+Lr+H 0.808 0.808 +D+S+H 0.808 0.808 +D+0.750Lr+0.750L+H 0.808 0.808 +D+0.750L+0.750S+H 0.808 0.808 +D+0.60W+H 0.808 0.808 +D+0.70E+H 0.808 0.808 +D+0.750Lr+0.750L+0.450W+H 0.808 0.808 +D+0.750L+0.750S+0.450W+H 0.808 0.808 +D+0.750L+0.750S+0.5250E+H 0.808 0.808 +0.60D+0.60W+0.60H 0.485 0.485 +0.60D+0.70E+0.60H 0.485 0.485 D Only 0.808 0.808 H Only Page 42 of 68 2331 S Pullman St 2/18/2025 !" # $ !" % " &$ ' () &$*+ , ( , -+. / ,(0 ,," 1 1 2$!" 3 2 -&$ /1 ,4+ " 1&$ $+ "5 6 17361 67/ 55&1 55&1 60 5&1 $ 8 $, 77 $ , "&1 $ 8 $" 7#7 $ ""&1 &$38 $ 9&$:7%7/1.974+: ,&1 $ " &$ 8 $ &$*+7$+ 7#7,".94+7: ,&1 $ 5 8&#+ ;8& &$8 $ &$8 &$7%7/.Ω&$*+ ,55&1 4< -&$ / " % " =4>>?=(=/8"@,,5@ !"# $ %&$ %' Page 43 of 68 2331 S Pullman St 2/18/2025 Area Moment of Inertia Distance to N.A. from Bottom Section Modulus (Min.) Radius of Gyration w t F F A I y S r Area A S y S y I I I+ I- Gauge Weight Base Metal Thickness Yield Strength Tensile Strength Gross Section Properties I Gauge Effective Section Properties at F Effective Section Properties at Service Load for Bending Strength Load for Deflection Section Modulus (Min.) Distance to N.A. from Bottom Section Modulus (Min.) Distance to N.A. from Bottom Moment of Inertia Moment of Inertia Uniform Load Only LRFD,RASD, R/ Bearing Length of Webs 12"4½" 4½" 36" 3" Mechanical Fastener or 3/8" x 1" Weld Mechanical Fastener or 1/2" ø Weld Mechanical Fastener or 3/8" x 1" Weld Page 44 of 68 2331 S Pullman St 2/18/2025 Page 45 of 68 2331 S Pullman St 2/18/2025 Page 46 of 68 2331 S Pullman St 2/18/2025 / :(5 / '/. *, ' M-;3E-" >>E-;8 8%;-; A* % & ) *, 3>D % &" ) >>D= % ) = 3 %3% *6- (%C-;A3>E-;>>% # ) 7 ! / % "6- J% > 4/$%8A7A#D* "&* ! ) 8% & ) :/% SC$A :% (A3D % "&* ! ) % # )A*6D % &&! ) T %% C:/!:D3 % % *; ) 5 / / :132A 80:= K! /12 9 D G.*9!77 "$>!"6 = % % "& ) %8 % "& ) 6 13!946)7"62?1"346)7"62 !+! L3!-J 5 / !!+-J C"&* ! )!&&! )D*6 !"#$"# % - + !" # # $%&' # # $ () ***#+#,," "-+#, ## ./0!1/2/3 4%4 Page 47 of 68 2331 S Pullman St 2/18/2025 ! !"#$%$ " #$& '" ()$& '*" & * "" $( + ",% -" $)& . /" $0 12 " ( 3 4 "!%.%5' #)0( /& ! " #$& 6 " 7,4 % - 6 " + %'( " #)0( /& " $&%$( '( " $$) /& 8 "9" ,6 /6 -' " " /0& :8 !" #$% &'(( )*+,-*++. * "9" #& ; "!" #& +. / ) .0(*) .1* .0(*) . )-* 2345 3 )6 5 ,#0( /&/$$ /&-'$( 78" /# 9" 577*:,*): !" # # $%&' # # $ () ***#+#,," "-+#, ## ./0!1/2/3 4%4 Page 48 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_RACEWAY AN Page: Specifier: E-Mail: Date: 1 Al 5/16/2024 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (3 1/4) Item number: 2210256 KB-TZ2 1/2x5 1/2 Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 12/1/2023 | 12/1/2025 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plateR : lx x ly x t = 4.000 in. x 4.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: no profile Base material: cracked concrete, Custom, fc' = 3,500 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] Page 49 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_RACEWAY AN Page: Specifier: E-Mail: Date: 2 Al 5/16/2024 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Load case: Design loads N = 2,498; Vx = 0; Vy = -1,040; Mx = 0; My = 0; Mz = 0; yes 100 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,498 1,040 0 -1,040 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 2,498 [lb] resulting compression force in (x/y)=(-/-): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*2,498 8,433 30 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**2,498 2,873 87 OK * highest loaded anchor **anchor group (anchors in tension) Page 50 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_RACEWAY AN Page: Specifier: E-Mail: Date: 3 Al 5/16/2024 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-4266 f Nsa ³ Nua ACI 318-19 Table 17.5.2 Variables Ase,N [in.2]futa [psi] 0.10 114,004 Calculations Nsa [lb] 11,244 Results Nsa [lb]f steel f nonductile f Nsa [lb]Nua [lb] 11,244 0.750 1.000 8,433 2,498 3.2 Concrete Breakout Failure Ncb = (ANc ANc0)y ed,N y c,N y cp,N Nb ACI 318-19 Eq. (17.6.2.1a) f Ncb ³ Nua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables hef [in.]ca,min [in.]y c,N cac [in.]kc l a f' c [psi] 3.250 6.000 1.000 10.000 17 1.000 3,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 95.06 95.06 1.000 1.000 5,893 Results Ncb [lb]f concrete f seismic f nonductile f Ncb [lb]Nua [lb] 5,893 0.650 0.750 1.000 2,873 2,498 Page 51 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_RACEWAY AN Page: Specifier: E-Mail: Date: 4 Al 5/16/2024 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*1,040 4,471 24 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**1,040 8,250 13 OK Concrete edge failure in direction y-**1,040 2,683 39 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi]aV,seis 0.10 114,004 1.000 Calculations Vsa,eq [lb] 6,878 Results Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb] 6,878 0.650 1.000 4,471 1,040 Page 52 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_RACEWAY AN Page: Specifier: E-Mail: Date: 5 Al 5/16/2024 4.2 Pryout Strength Vcp = kcp [(ANc ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ca,min [in.]y c,N 2 3.250 6.000 1.000 cac [in.]kc l a f' c [psi] 10.000 17 1.000 3,500 Calculations ANc [in.2]ANc0 [in.2]y ed,N y cp,N Nb [lb] 95.06 95.06 1.000 1.000 5,893 Results Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb] 11,785 0.700 1.000 1.000 8,250 1,040 Page 53 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_RACEWAY AN Page: Specifier: E-Mail: Date: 6 Al 5/16/2024 4.3 Concrete edge failure in direction y- Vcb = (AVc AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a) f Vcb ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = (7 (le da)0.2 √da)l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a) Variables ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.] 6.000 6.000 1.000 6.000 3.250 l a da [in.]f' c [psi]y parallel,V 1.000 0.500 3,500 1.000 Calculations AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb] 90.00 162.00 0.900 1.225 6,258 Results Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb] 3,832 0.700 1.000 1.000 2,683 1,040 5 Combined tension and shear loads, per ACI 318-19 section 17.8 bN bV z Utilization bN,V [%]Status 0.870 0.388 5/3 100 OK bNV = bz N + bz V <= 1 Page 54 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_RACEWAY AN Page: Specifier: E-Mail: Date: 7 Al 5/16/2024 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Page 55 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_RACEWAY AN Page: Specifier: E-Mail: Date: 8 Al 5/16/2024 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 0.000 0.000 6.000 -6.000 - 7 Installation data Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (3 1/4) Profile: no profile Item number: 2210256 KB-TZ2 1/2x5 1/2 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 602 in.lb Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.500 in. Recommended plate thickness: not calculated Hole depth in the base material: 4.250 in. Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 3.75 in embedment, 1/2 (3 1/4), Carbon steel, installation per ESR-4266 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer Page 56 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 9 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_RACEWAY AN Page: Specifier: E-Mail: Date: 9 Al 5/16/2024 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Page 57 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_ROLL UP DOO Page: Specifier: E-Mail: Date: 1 Al 5/16/2024 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (3 1/4) Item number: 2210256 KB-TZ2 1/2x5 1/2 Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 12/1/2023 | 12/1/2025 Proof: Design Method ACI 318-19 / Mech Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plateR : lx x ly x t = 8.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC), HSS3X3X.125; (L x W x T) = 3.000 in. x 3.000 in. x 0.125 in. Base material: cracked concrete, Custom, fc' = 3,500 psi; h = 6.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: yes (17.10.5.3 (d)) Shear load: yes (17.10.6.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] Page 58 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_ROLL UP DOO Page: Specifier: E-Mail: Date: 2 Al 5/16/2024 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Load case: Design loads N = 0; Vx = 0; Vy = -902; Mx = 0; My = 0; Mz = 0; yes 94 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 745 -251 -702 2 0 321 251 -200 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(-/-): 0 [lb] resulting compression force in (x/y)=(-/-): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb]Capacity f Nn [lb]Utilization bN = Nua/f Nn Status Steel Strength*N/A N/A N/A N/A Pullout Strength*N/A N/A N/A N/A Concrete Breakout Failure**N/A N/A N/A N/A * highest loaded anchor **anchor group (anchors in tension) Page 59 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_ROLL UP DOO Page: Specifier: E-Mail: Date: 3 Al 5/16/2024 4 Shear load Load Vua [lb]Capacity f Vn [lb]Utilization bV = Vua/f Vn Status Steel Strength*745 4,471 17 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength*745 4,052 19 OK Concrete edge failure in direction y-**936 1,006 94 OK * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-4266 f Vsteel ³ Vua ACI 318-19 Table 17.5.2 Variables Ase,V [in.2]futa [psi]aV,seis 0.10 114,004 1.000 Calculations Vsa,eq [lb] 6,878 Results Vsa,eq [lb]f steel f nonductile f Vsa,eq [lb]Vua [lb] 6,878 0.650 1.000 4,471 745 Page 60 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_ROLL UP DOO Page: Specifier: E-Mail: Date: 4 Al 5/16/2024 4.2 Pryout Strength Vcp = kcp [(ANc ANc0)y ed,N y c,N y cp,N Nb ] ACI 318-19 Eq. (17.7.3.1a) f Vcp ³ Vua ACI 318-19 Table 17.5.2 ANc see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) ANc0 = 9 h2 ef ACI 318-19 Eq. (17.6.2.1.4) y ec,N = (1 1 + 2 e' N 3 hef )£ 1.0 ACI 318-19 Eq. (17.6.2.3.1) y ed,N = 0.7 + 0.3 (ca,min 1.5hef)£ 1.0 ACI 318-19 Eq. (17.6.2.4.1b) y cp,N = MAX(ca,min cac , 1.5hef cac )£ 1.0 ACI 318-19 Eq. (17.6.2.6.1b) Nb = kc l a √f' c h1.5 ef ACI 318-19 Eq. (17.6.2.2.1) Variables kcp hef [in.]ec1,N [in.]ec2,N [in.]ca,min [in.] 2 3.250 0.000 0.000 2.250 y c,N cac [in.]kc l a f' c [psi] 1.000 10.000 17 1.000 3,500 Calculations ANc [in.2]ANc0 [in.2]y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 55.69 95.06 1.000 1.000 0.838 1.000 5,893 Results Vcp [lb]f concrete f seismic f nonductile f Vcp [lb]Vua [lb] 5,789 0.700 1.000 1.000 4,052 745 Page 61 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_ROLL UP DOO Page: Specifier: E-Mail: Date: 5 Al 5/16/2024 4.3 Concrete edge failure in direction y- Vcb = (AVc AVc0)y ed,V y c,V y h,V y parallel,V Vb ACI 318-19 Eq. (17.7.2.1a) f Vcb ³ Vua ACI 318-19 Table 17.5.2 AVc see ACI 318-19, Section 17.7.2.1, Fig. R 17.7.2.1(b) AVc0 = 4.5 c2 a1 ACI 318-19 Eq. (17.7.2.1.3) y ed,V = 0.7 + 0.3(ca2 1.5ca1)£ 1.0 ACI 318-19 Eq. (17.7.2.4.1b) y h,V = √1.5ca1 ha ³ 1.0 ACI 318-19 Eq. (17.7.2.6.1) Vb = (7 (le da)0.2 √da)l a √f' c c1.5 a1 ACI 318-19 Eq. (17.7.2.2.1a) Variables ca1 [in.]ca2 [in.]y c,V ha [in.]le [in.] 2.250 6.750 1.000 6.000 3.250 l a da [in.]f' c [psi]y parallel,V 1.000 0.500 3,500 1.000 Calculations AVc [in.2]AVc0 [in.2]y ed,V y h,V Vb [lb] 22.78 22.78 1.000 1.000 1,437 Results Vcb [lb]f concrete f seismic f nonductile f Vcb [lb]Vua [lb] 1,437 0.700 1.000 1.000 1,006 936 Page 62 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_ROLL UP DOO Page: Specifier: E-Mail: Date: 6 Al 5/16/2024 5 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-19, Chapter 17, Section 17.10.5.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)." • Section 17.10.5.3 (b) / Section 17.10.6.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.10.5.3 (c) / Section 17.10.6.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17.10.6.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Page 63 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_ROLL UP DOO Page: Specifier: E-Mail: Date: 7 Al 5/16/2024 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -2.250 2.250 2.250 -6.750 - 2 2.250 -2.250 6.750 -2.250 - 6 Installation data Anchor type and diameter: Kwik Bolt TZ2 - CS 1/2 (3 1/4) Profile: Square HSS (AISC), HSS3X3X.125; (L x W x T) = 3.000 in. x 3.000 in. x 0.125 in. Item number: 2210256 KB-TZ2 1/2x5 1/2 Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 602 in.lb Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.500 in. Recommended plate thickness: not calculated Hole depth in the base material: 4.250 in. Drilling method: Hammer drilled Minimum thickness of the base material: 5.500 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ2 stud anchor with 3.75 in embedment, 1/2 (3 1/4), Carbon steel, installation per ESR-4266 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Torque controlled cordless impact tool • Torque wrench • Hammer Page 64 of 68 2331 S Pullman St 2/18/2025 www.hilti.com Hilti PROFIS Engineering 3.0.94 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2024 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | AXIOM MATERIALS INC 23-1019-4_ROLL UP DOO Page: Specifier: E-Mail: Date: 8 Al 5/16/2024 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Page 65 of 68 2331 S Pullman St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age 66 of 68 2331 S Pullman St 2/18/2025 / :6FA, 1.-4-+- P% #& )%%"- %Q% -"& . % = % -#6 ,%% -#6-) ,%% -#6 3% #-"# %)%#-"#-) %%#-"# >/><C %-3>%6 1 3>% &" ) =%% 6; ) >>% 1 >>% ))%#G 3>E>>% &" ) 55.G33!?37@5.+*3@ !>!@D G! , =% -A=3>E-"A=>> $ % -""A ACP % # ) % -# % HCEECEIAA /D$/% =DC A$ % *G %3 8 6= 1 / ) % C=A**DC >% C G-& % CAG-&EA % **G % "-"& % *-# 1% C>! D :% ,A1GD" ! )% AGD" % - % C A1GDC**A" % "-G# $)% &AC ACPG-& % ! ) )D$)% :DC! )A$) % ;- % 8 55.G!3!?3.?3@5.+*"@.!>!D G" , =% -A=3>E-E-A=>> $ % -""A ACP % " ) % -# % HCEECEIAA /D$/% =DC A$ % *G %3 8 6= 1 / ) % C=A**DC >% C G-& % CAG-&EA % #"G % -& % *-# 1% C>! D :% ,A1GD" ! )% AGD" % -"# % C A1GDC**A" % "-G# $)% &AC ACPG-& % #! ) )D$)% :DC! )A$) % ;- % 8 !"#$"# !" # # $%&' # # $ () ***#+#,," "-+#, ## ./0!1/2/3 4%4 Page 67 of 68 2331 S Pullman St 2/18/2025 USGS web services were down for some period of time and as a result this tool wasn't operational, resulting in timeout error. USGS web services are now operational so this tool should work as expected. Latitude, Longitude: 33.71395925, -117.84318814 Date 5/16/2024, 12:27:09 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description SS 1.269 MCER ground motion. (for 0.2 second period) S1 0.454 MCER ground motion. (for 1.0s period) SMS 1.522 Site-modified spectral acceleration value SM1 null -See Section 11.4.8 Site-modified spectral acceleration value SDS 1.015 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.535 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.642 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.269 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.36 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.729 Factored deterministic acceleration value. (0.2 second) S1RT 0.454 Probabilistic risk-targeted ground motion. (1.0 second) S1UH 0.489 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.708 Factored deterministic acceleration value. (Peak Ground Acceleration) U.S. Seismic Design Maps https://www.seismicmaps.org/ 1 of 3 5/16/2024, 12:27 PM Page 68 of 68 2331 S Pullman St 2/18/2025