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4010 172ND ST_BLD6749_2026
COMMERCIAL TENANT IMPROVEMENT PERMIT APPLICATION Community and Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 • Phone(360) 403-3551 The following information is required for Commercial, Multi-Family,and Mixed-Use Building Permit Applications. Mark each box to designate that the information has been provided. Please submit this checklist as part of the submittal documents.See ASSISTANCE BULLETIN#30 for detailed design requirements. EACH BUILDING OR STRUCTURE REQUIRES A SEPARATE SUBMITTAL. SUBMIT ELECTRONIC FILES FOR EACH OF THE FOLLOWING;Incomplete applications will not be accepted. REQUIRED DOCUMENTS ✓ City of Arlington Commercial Tenant Improvement Permit Application ✓ Site Plan ✓ Architectural Plans 'e Structural Plans ✓ Structural Calculations ✓ Mechanical System Modifications, (if applicable) ✓ Plumbing System Modifications, (if applicable) ✓ Project Specification Manuals, (if applicable) ✓ WSEC Compliance Forms,(if applicable) https:[/waenergycodes.com/ ✓ Special Inspection and Testing Agreement Deferred Submittal Request Airport Property Lease (if building is located within the Arlington Airport Property Boundary) 1. Plan Review fee is due at time of submittal and remaining balance will be due at time of issuance. 2. The City of Arlington does not review or inspect electrical systems.Contact Labor and Industries at lni.wa.gov or 360-416-3000. A. DEFERRED SUBMITTALS If the project requires any of the following,a Deferred Submittal Request MUST be completed.Deferred submittals require separate applications,plans and plan review. 1. Mechanical Plans (if not included in the plan set) 2. Plumbing Plans (if not included in the plan set) 3. Fire Sprinkler 4. Fire Alarm 5. Signage B. SPECIAL INSPECTION AND TESTING AGREEMENT A Special Inspection Firm is required to perform special inspections for the following type of work. *The Special Inspection and Testing Agreement MUST be submitted with the Building Application. ❑ Reinforced Concrete ❑ Structural Steel and Welding ❑ Bolting in Concrete ❑ High-Strength Bolting ❑ Pre-stressed Concrete ❑ Spray-Applied Fireproofing ❑ Shotcrete ❑ Smoke-Control Systems ❑ Structural Masonry ❑ Other-Specify: ❑■ I acknowledge that all items designated as submittal requirements must accompany my Tenant Improvement Permit Application to be considered a complete submittal. COMMERCIAL TENANT IMPROVEMENT INSTALLATION,MODIFICATION OR REMOVAL MAY REQUIRE A SEPARATE PERMIT SUBMITAL *CHECKALL THAT APPLY ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks,piping etc.) ❑ Standpipe systems ❑ Hazardous materials ❑ Private fire hydrants ❑ Industrial ovens/furnace ❑ Fire alarm and detection systems ❑ Spraying or dipping operations ❑ High piled/rack storage ❑ Temporary membrane structure,tents(>200 sq.ft.)or canopies(>400 sq.ft.) ❑ Provide details on any of the above checked items: Type of Permit: New Space ❑■ Addition ✓ Alteration Property Address. 4010 172nd St. Arlington, WA 98223 Project Valuation: 1,250,000.00 Lot#: Parcel ID No.: APN 2832178 Subdivision: Project Scope of Work: Remodel/Expansion of Existing Walmart Store Description of New Tenant Business Operations: IBC Construction Type: v-B IBC Occupancy Type: Mercantile Building/Space Square Footage: 30K remodel sQFT 3K expansion SOFT Number of Stories: 1 Square Footage Per Floor: 1st 160,091 2nd 3rd 4th Sth 6th Primary Contact: ❑ Owner ❑■ Architect ❑ Engineer ❑ Contractor Owner Name: Wal-Mart Inc Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Architect Name: Mariah Meyer(Michelle Everhart-Authorized Agent) Office No.: 913.236.3342 Email Address: michelle.everhart@brrarch.com Cell No.: Mailing Address: 8131 Metcalf Ave. Suite 300 City: Overland Park State: KS Zip: 66204 Professional License Number: 24035253 Expiration Date: 8/16/2027 Engineer Name: Joanne Kay Hoban Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: Professional License Number: 24035253 Expiration Date: Primary Contractor: TBD Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: REV03.2022 Page 2 of 7 COMMERCIAL TENANT IMPROVEMENT MECHANICAL SYSTEM INFORMATION Type of Permit: O New Installation O Addition O Alteration O Replaced O Gas Piping Mechanical Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: • New gas piping requires a pressure test hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured per IFGS,Section 415 • Proper Combustion air and venting required for all appliances • A shut-off valve is required within 6 feet of each appliance Gas Piping Specification and complete Schematic PAGE 4 O Not Applicable Proposed Piping Material: O CSST O Brass O Black Steel O Galvanized Steel O Other Proposed Piping Size: 0 1/2" O S/s" 03/4 O 1" O 11/2 O 2" Inlet Pressure: Pressure Drop: Specific Gravity: MECHANICAL PERMIT FEES (per unit) Type of Fixture No.of Units Cost per Unit Subtotal Additional Plan Review fees x $ 75.00 = $ Air Cond.Unit<_100Btu h x $ 15.00 = $ Air Cond.Unit>100Btu h x $ 25.00 = $ Air Cond.Unit>50OBtu/hp x $ 50.00 = $ Air Handling Units x $ 15.00 = $ Base Mechanical Fee $ 25.00 $ 25.00 Boiler<100Btu h>3h x $ 15.00 = $ Boiler>1 million Btu/h<50hp x $ 25.00 = $ Boiler>1.5 million Btu/h<50hp x $ 50.00 = $ Boiler>100Btu/h 3-15hp x $ 15.00 = $ Boiler>500Btu h 15-30hp x $ 25.00 = $ Commercial Hoods-Type I x 1 $ 25.00 = $ Commercial Hoods-Type II x $ 50.00 = $ Diffusers x $ 15.00 = $ Dryer Ducting x $ 15.00 = $ Ductwork(drawings required) x $ 25.00 = $ Evaporative Coolers x $ 15.00 = $ Exhaust Ventilation Fans x $ 15.00 = $ Fireplace/Insert/Stove x $ 15.00 = $ Forced Air Heat<_100 Btu h x $ 15.00 = $ Forced Air Heat>100 Btu/h x $ 25.00 = $ Gas Clothes Dryer x $ 15.00 = $ Gas Fired AC 15100 Btu h x $ 15.00 = $ REV03.2022 Page 3 of 7 COMMERCIAL TENANT IMPROVEMENT MECHANICAL PERMIT FEES (per unit) Gas Fired AC >100 Btu h x $ 25.00 = $ Gas Fired AC > 500 Btu h x $ 50.00 = $ Gas Pi in <_ 5 units x $ 15.00 = $ Gas Piping> 5 units (plus <5 units) x $ 2.00 = $ Heat Exchangers x $ 15.00 = $ Heat Pump-Condensing Unit x $ 25.00 = $ Hot Water Heat Coils x $ 15.00 = $ Miscellaneous Appliance-regulated by x $ 15.00 = $ mechanical code,not otherwise specified Pkg.Units <-100btu x $ 25.00 = $ Pkg.Units >100btu x $ 50.00 = $ Range/Cook top-Gas Fired x $ 15.00 = $ Refrigeration Unit 5100Btu h x $ 15.00 = $ Refrigeration Unit>100Btu/h x $ 25.00 = $ Refrigeration Unit>500Btu/h x $ 50.00 = $ Re-inspection fee all x $ 75.00 = $ Unit Heaters <_ 100 Btu h x $ 15.00 = $ Unit Heaters >100 Btu h x $ 25.00 = $ VAV Boxes (Variable Air Volume,part of air x $ 10.00 = $ conditioning system) Wall Heaters- Gas Fired x $ 25.00 = $ Water Heater- Gas Fired x $ 25.00 = $ Permit Fee $ Table 4-8; Plan Review Fee $ Processing/Technology Fee $25.00 Total $ PRESSURE PIPING SCHEMATIC COMPLETE FOR GAS PIPING ONLY— USE A SEPARATE SHEET, IF NECESSARY ❑ SCHEMATIC IS TO SCALE ❑ SCHEMATIC NOT TO SCALE Show Pipe Size(s) and Length(s) from meter to all appliances NOTE:Any interior pressure regulators must be indicated REV03.2022 Page 4 of 7 COMMERCIAL TENANT IMPROVEMENT PLUMBING SYSTEM INFORMATION Type of Permit: O New Installation O Addition O Alteration O Replaced O Industrial Plumbing Contractor: Office No.: Email Address: Cell No.: Mailing Address: City: State: Zip: L&I Contractor License Number: Expiration Date: The following items need to be specified on the plans: O Fixture specifications and equipment with locations. O Location and type of all backflow assemblies for each fixture. O Calculations for Grease Interceptor. O Pipe size and location of sanitary and potable water systems. O Riser diagram of waste,vent,and rain water systems,including sizes. O Medical gas piping riser diagram,type of gas, storage room and size of piping. PLUMBING PERMIT FEES (per fixture) Commercial plumbing permits are required to submit line drawings.A plan review fee of 65%per Table 4-6 for plumbing permits will be assessed at time of submittal. Includes two (2) inspections with permit. Tvve of Fixture No. of Fixtures Cost per Fixture Subtotal Additional Plan Review fees x $ 75.00 = Alteration/repair piping x $ 15.00 = Backflow Assembly x $25.00 = Base Plumbing Fee $ 25.00 $25.00 Bath/Shower Combo x $ 15.00 = Building Main Waste x $ 25.00 = Clothes Washer x $ 15.00 = Dishwasher x $ 15.00 = Drinking Fountain x $ 15.00 = Floor Drains x $ 15.00 = REV03.2022 Page 5 of 7 COMMERCIAL TENANT IMPROVEMENT PLUMBING PERMIT FEES (per fixture) Grease Interceptor x $ 75.00 = Grease Trap x $ 25.00 = Hose Bibb x $ 15.00 = Icemaker Refri erator x $ 15.00 = Irrigation-per meter x $ 25.00 = Kitchen Sink&Disposal x $ 15.00 = Laundry Tray x $ 15.00 = Lavatory x $ 15.00 = Med Gas Pi in <- 5 inlets outlets x $ 60.00 = Med Gas Piping> 5 inlets/outlets (plus :5 5 x $ 5.00 = inlets outlets Miscellaneous -regulated by plumbing x $ 15.00 = code,not otherwise specified Pretreatment Interceptor x $ 15.00 = Re-inspection Fee all x $ 75.00 = Roof Drains x $ 15.00 = Shower (only) x $ 15.00 = Sink bar,service,etc. IXE $ 15.00 = Toilets $ 15.00 = Urinal $ 15.00 = Vacuum Breakers $ 25.00 = Water Heater x $ 25.00 = Water Heater-Tankless x $ 25.00 = Permit Fee Table 4-6; Plan Review Fee Processing/Technology Fee $25.00 Total PROPOSED BUILDING USE ❑ New 0 Addition/Alteration ❑ Medical ❑ Automotive Based ❑ Industrial ❑ Office ❑ Restaurant ❑ Machine Shop ❑ Other: CROSS CONNECTION Please check all appliances that are proposed or permanently connected to the water supply. ❑ Ice Machine ❑ Dialysis Equip. ❑ Air washers ❑ Coffee Urn/Espresso ❑ Hydrotherapy Equip. ❑ Steam Generators ❑ Carbonated Bev. ❑ Dental Equip. ❑ Dye Vats ❑ Fume Hoods ❑ Laboratory Equip. ❑ Pressure Washers ❑ Degreasers ❑ Autoclave/Sterilizers ❑ Cooling Towers ❑ Hot Tub/Spa ❑ Decorative Fountain ❑ Fire Sprinkler ❑ Aquarium ❑ Swimming Pools ❑ Sprinkler w/chemicals ❑ Lawn Irrigation ❑ Well on property ❑ Other: WASTEWATER DISCHARGE Does the plumbing system currently have a grease interceptor? ❑ Yes ❑ No ❑ Don't Know Does the plumbing system currently have an oil/water ❑ Yes ❑ No ❑ Don't Know separator? REV03.2022 Page 6 of 7 COMMERCIAL TENANT IMPROVEMENT Is water used in the business process (washing,rinsing, ❑ Yes ❑ No ❑ Don't Know cooling)? Does your business require a NPDES permit? ❑ Yes ❑ No ❑ Don't Know I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above-described property will be in accordance with the laws,rules and regulation of the State of Washington. Digitally signed by Michelle Michelle Everhart Everhart 2025.09.25 10:26:30-05'00' Michelle Everhart 9/25/2025 Signature Print Name Date REV03.2022 Page 7 of 7 Asbestos Survey Walmart Store 3757 4010 172nd St Northeast Arlington, Washington 98223 August 6, 2018 Terracon Project No. 8118PO82 T 3757 Prepared for: Walmart Stores, Inc. Bentonville, Arkansas Prepared by: Terracon Consultants, Inc. Lenexa, KS August 6, 2018 Walmart Stores, Inc. Irerracon 2001 SE 10th Street Bentonville, Arkansas 72716-0550 Attn: Ashley Hunt Smith, JD, LLM P: (479) 277-9667 E: Ashley.Hunt(a)-walmart.com Re: Asbestos Survey Walmart Store 3757 4010 172"d St Northeast Arlington, Washington 98223 Terracon Project No. 8118PO82 T 3757 Terracon Consultants, Inc. (Terracon) is pleased to submit the attached report for the above referenced site to Walmart Stores, Inc. The purpose of this report is to present the results of an asbestos survey performed on July 26, 2018. This survey was conducted in general accordance with Walmart's notice-to-proceed dated May 15, 2018. We understand that this survey was requested due to planned renovation activities within the above referenced building. Asbestos-containing materials (ACM)were not identified in the samples collected from the subject building. Please refer to the attached report for details. Terracon appreciates the opportunity to provide this service to Walmart Stores, Inc. If you have any questions regarding this report please contact the undersigned at 913-492-7777. Sincerely, Terracon Consultants, Inc. C�w " 1V JL'// Mitch Reiber FOR:Christina Anderson National Director—Asbestos Services Field Geologist Terracon Consultants, Inc. 15620 W. 113th Street Lenexa, KS 66219 P 913-492-7777 F 913-492-7443 terracon.com �r E n v i r o n m e n t a I a F a c i I i t i e s a Geotechnical a M a t e r i a I s -A TABLE OF CONTENTS 1.0 INTRODUCTION .............................................................................................................. 1 1.1 Project Objective.................................................................................................. 1 1.2 Reliance............................................................................................................... 1 2.0 BUILDING DESCRIPTION................................................................................................ 1 3.0 FIELD ACTIVITIES........................................................................................................... 2 3.1 Visual Assessment............................................................................................... 2 3.2 Physical Assessment............................................................................................ 2 3.3 Sample Collection................................................................................................. 2 3.4 Sample Analysis................................................................................................... 3 4.0 REGULATORY OVERVIEW............................................................................................. 3 5.0 FINDINGS ....................................................................................................... 4 6.0 LIMITATIONS/GENERAL COMMENTS............................................................................ 4 APPENDIX A ASBESTOS SURVEY SAMPLE LOCATION SUMMARY APPENDIX B ASBESTOS ANALYTICAL LABORATORY DATA APPENDIX C LICENSES AND CERTIFICATIONS APPENDIX D SAMPLE LOCATION DRAWINGS Responsive ■ Resourceful ■ Reliable i ASBESTOS SURVEY Walmart Store 3757 4010 172"d St Northeast Arlington, Washington 98223 Terracon Project No. 8118PO82 T 3757 August 6, 2018 1.0 INTRODUCTION Terracon Consultants, Inc. (Terracon) conducted an asbestos survey of the building located at 4010 172nd St Northeast, Arlington, Washington 98223. The survey was conducted on July 26, 2018, by an AHERA accredited asbestos inspector in general accordance with Walmart's notice- to-proceed dated May 15, 2018. The interior and exterior building components were surveyed, and homogeneous areas of suspect asbestos-containing materials (ACM) were visually identified and documented. Although reasonable effort was made to survey accessible suspect materials, additional suspect but un-sampled materials could be located in walls, in voids or in other concealed areas. Suspect ACM samples were collected in general accordance with the sampling protocols outlined in United States Environmental Protection Agency (USEPA) 40 Code of Federal Regulations (CFR) Part 763 Subpart E 763.86, known as the Asbestos Hazard Emergency Response Act (AHERA). Samples were delivered to an accredited laboratory for analysis by Polarized Light Microscopy (PLM). 1.1 Project Objective We understand this asbestos survey was requested due to the planned renovation of the on-site building to satisfy requirements of the USEPA 40 CFR Part 61, Subpart M, the asbestos National Emission Standards for Hazardous Air Pollutants (NESHAP). 1.2 Reliance This report is for the exclusive use of Walmart Stores, Inc. for the project being discussed. Reliance by any other party on this report is prohibited without written authorization of Terracon and Walmart Stores, Inc. 2.0 BUILDING DESCRIPTION Walmart Store 3757 was constructed in 2010 and consists of concrete block and gypsum board interior walls. Floors are concrete with sheet vinyl in multiple areas on the sales floor and ceramic tiles in the restrooms, and entrance areas. The building has a metal roof deck with drop ceilings in the stock room offices, breakroom and in multiple tenant spaces towards the front of the store. Responsive ■ Resourceful ■ Reliable Asbestos Survey Irerracon Walmart Store 3757 Arlington, WA August 6, 2018 Terracon Project No. 8118PO82 T 3757 Exterior walls are precast concrete block. The building has a rubber membrane roof. Rooftop units provide forced air heating and cooling. 3.0 FIELD ACTIVITIES The survey was conducted by Ms. Christina Anderson, an AHERA-accredited asbestos inspector. A copy of Ms. Anderson's asbestos inspector certification is attached as Appendix C. The survey was conducted in general accordance with the sample collection protocols established in USEPA 40 CFR Part 763 Subpart E 763.86, AHERA. A summary of survey activities is provided below. 3.1 Visual Assessment Survey activities were initiated with visual observation of the interior and exterior of the building to identify homogeneous areas of suspect ACM. A homogeneous area (HA) consists of building materials that appear similar throughout in terms of color and texture with consideration given to the date of application. Interior assessment was conducted in visually accessible areas of the building proposed for renovation. Building materials identified as glass, wood, metal and rubber were not considered suspect ACM. 3.2 Physical Assessment A physical assessment of each homogeneous area (HA) of suspect ACM was conducted to assess the friability and condition of the materials. A friable material is defined by the USEPA as a material which can be crumbled, pulverized or reduced to powder by hand pressure when dry. Friability was assessed by physically touching suspect materials. 3.3 Sample Collection Based on results of the visual observation, bulk samples of suspect ACM were collected in general accordance with USEPA AHERA sampling protocols. Samples of suspect materials were collected from randomly selected locations in each homogeneous area. Bulk samples were collected using wet methods as applicable to reduce the potential for fiber release. Samples were placed in sealable containers and labeled with unique sample numbers using an indelible marker. The selection of sample locations and frequency of sampling were based on Terracon's observations and the assumption that like materials in the same area are homogeneous in content. Terracon collected 58 bulk samples from 18 homogeneous areas of suspect ACM. Responsive ■ Resourceful ■ Reliable 2 Asbestos Survey Irerracon Walmart Store 3757 Arlington, WA August 6, 2018 Terracon Project No. 8118PO82 T 3757 3.4 Sample Analysis Bulk samples were submitted under chain of custody to Steve Moody Micro Systems (SMMS) of Farmers Branch, TX for analysis by PLM with dispersion staining techniques per USEPA methodology 600/R-93/116. The percentage of asbestos, where applicable, was determined by microscopic visual estimation. Steve Moody Micro Systems (SMMS) is accredited under the National Voluntary Laboratory Accreditation Program (NVLAP)Accreditation No. 102056-0. The laboratory was instructed to analyze all samples from each homogeneous area and analyze floor tile that was non-detect by PLM using the more sensitive Transmission Electron Microscopy (TEM)for trace materials as specified by Walmart inspection specifications. If PLM results of floor tile or sheeting samples are reported with asbestos not detected or detected at less than one percent (1%), one (1) sample from the homogeneous area was re-analyzed using Transmission Electron Microscopy (TEM) after gravimetric reduction in accordance with USEPA "Method for the Determination of Asbestos in Bulk Building Materials"(USEPA/600/R-93/116, July 1993). Additionally, if PLM results of other materials including, but not limited to, plaster, joint compound, caulking, ceiling tile, roofing materials, resinous materials, etc. were reported with asbestos detected at less than one percent,then one sample from each homogeneous material was also reanalyzed using TEM after gravimetric reduction in accordance with USEPA "Method for the Determination of Asbestos in Bulk Building Materials"(USEPA/600/R-93/116, July 1993). 4.0 REGULATORY OVERVIEW In the State of Washington, authority to administer NESHAP requirements is delegated to the regional air pollution authorities (e.g., the local Clean Air Agency or the Washington State Department of Ecology). The owner or operator must provide the Washington State Department of Labor and Industry (L&I)and the applicable Local Air Pollution Control Authority (depending on location)with written notification at least 10 working days prior to the commencement of asbestos removal projects involving at least 10 linear feet or 48 square feet of RACK Removal of RACM must be conducted by a State of Washington-certified asbestos abatement contractor. In the State of Washington, worker exposures to asbestos are governed by L&I's Division of Occupational Safety and Health (DOSH). The administrative rule WAC 296-62-07705 requires that employee exposure to airborne asbestos fibers be maintained below 0.1 asbestos fibers per cubic centimeter of air (0.1 f/cc) as an eight hour time weighted average. State of Washington Occupational Safety and Health rules also classify construction and maintenance activities which could disturb ACM, and specify work practices and precautions which employers must follow when their employees engage in each class of regulated work. Responsive ■ Resourceful ■ Reliable Asbestos Survey Irerracon Walmart Store 3757 Arlington, WA August 6, 2018 Terracon Project No. 8118PO82 T 3757 5.0 FINDINGS Asbestos containing materials were not identified in the samples collected. An asbestos survey sample summary is included in Appendix A. Laboratory analytical reports are included as Appendix B. 6.0 LIMITATIONS/GENERAL COMMENTS Terracon did not perform sampling requiring demolition or destructive activities such as knocking holes in walls, dismantling of equipment or removal of protective coverings. Concrete materials were not sampled during the time of the survey. Reasonable efforts to access suspect materials within known areas of restricted access (e.g., crawl spaces) were made; however, confined spaces or areas which may pose a health or safety risk to Terracon personnel were not sampled. Sampling did not include suspect materials which could not be safely reached with available ladders/man-lifts. Terracon did not sample suspect materials that may be present in movable equipment such as freezers, kitchen equipment and hoods. Terracon typically investigated for flooring beneath carpeting by lifting small corner sections of carpet. If tiles were seen, they have been identified in the report. If tiles were not seen at corners under the carpet, it does not imply that there are no tiles beneath the carpeted floor. Terracon sampled accessible flooring materials but did not conduct destructive investigation on floors to identify multi-layered tile/underlayment systems, concealed paper, vapor barriers, or floor tiles/mastics under wood floor systems. Terracon did not conduct destructive investigation of doors in the building to determine if the doors were insulated for fire-rating purposes. This asbestos survey was conducted in a manner consistent with the level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions in the same locale. The results,findings, conclusions and recommendations expressed in this report are based on conditions observed during our survey of the building. The information contained in this report is relevant to the date on which this survey was performed, and should not be relied upon to represent conditions at a later date. This report has been prepared on behalf of and exclusively for use by Walmart Stores, Inc. for specific application to their project as discussed. This report is not a bidding document. Contractors or consultants reviewing this report must draw their own conclusions regarding further investigation or remediation deemed necessary. Terracon does not warrant the work of regulatory agencies, laboratories or other third parties supplying information which may have been used in the preparation of this report. No warranty, express or implied is made. Responsive ■ Resourceful ■ Reliable 4 APPENDIX A Walmart Store 3757 4010 172"d St Northeast Arlington, Washington 98223 ASBESTOS SURVEY SAMPLE LOCATION SUMMARY Sample Number Material Description and Location Layer Lab Results 01-WB1-001 Gypsum Wallboard with Joint Compound and Tape, Pick-up Stockroom Drywall Material None Detected 01-W131-001 Gypsum Wallboard with Joint Compound and Tape, Pick-up Stockroom Joint Compound None Detected 01-WB1-002 Gypsum Wallboard with Joint Compound and Tape, Rear Stockroom Drywall Material None Detected 01-WB1-002 Gypsum Wallboard with Joint Compound and Tape, Rear Stockroom Joint Compound None Detected 01-WB1-003 Gypsum Wallboard with Joint Compound and Tape, Janitor Storage Area Drywall Material None Detected 01-W131-003 Gypsum Wallboard with Joint Compound and Tape, Janitor Storage Area Joint Compound None Detected 02-MA4-004 Grout associated with ceramic tile, Front Entry Grout None Detected 02-MA4-005 Grout associated with ceramic tile, Front Restroom Grout None Detected 02-MA4-006 Grout associated with ceramic tile, Rear Restroom Grout None Detected 03-FC1-007 Sheet Vinyl Flooring / Paper Backing, Pick-up Waiting Area Sheet Flooring None Detected 03-FC1-008 Sheet Vinyl Flooring / Paper Backing, Subway Rear Door Sheet Flooring None Detected 03-FC1-009 Sheet Vinyl Flooring /Paper Backing, Sleep Wear Sheet Flooring None Detected 04-CT4-010 2' x 4' Ceiling Tile, Customer Service Acoustic Tile None Detected 04-CT4-010 2'x 4' Ceiling Tile, Customer Service Vinyl Facing None Detected 04-CT4-011 2' x 4' Ceiling Tile, Rear Restroom Hall Acoustic Tile None Detected Sample Number Material Description and Location Layer Lab Results 04-CT4-011 2'x 4' Ceiling Tile, Rear Restroom Hall Vinyl Facing None Detected 04-CT4-012 2'x 4' Ceiling Tile, By Bakery Section Acoustic Tile None Detected 04-CT4-012 2'x 4' Ceiling Tile, By Bakery Section Vinyl Facing None Detected 05-MG8-013 Fiber Reinforced Panel Adhesive, Pick-up Back Room Paneling None Detected 05-MG8-013 Fiber Reinforced Panel Adhesive, Pick-up Back Room Adhesive None Detected 05-MG8-014 Fiber Reinforced Panel Adhesive, Rear Stockroom Janitor Storage Fiberglass Panel None Detected 05-MG8-014 Fiber Reinforced Panel Adhesive, Rear Stockroom Janitor Storage Adhesive None Detected 05-MG8-015 Fiber Reinforced Panel Adhesive, Rear Stockroom Adhesive None Detected 06-CA4-016 Floor Caulk, Pick-up Back Room Caulking None Detected 06-CA4-017 Floor Caulk, Janitor Storage Caulking None Detected 06-CA4-018 Floor Caulk, Garden Caulking None Detected 07-CT4-019 2' x 4' Ceiling Tile, Vision Center, Front Acoustic Tile None Detected 07-CT4-020 2' x 4' Ceiling Tile, Vision Center, Middle Acoustic Tile None Detected 07-CT4-021 2' x 4' Ceiling Tile, Vision Center, Middle Hall Acoustic Tile None Detected 08-MA4-022 Grout associated with ceramic tile, Front Women's Restroom Grout None Detected 08-MA4-023 Grout associated with ceramic tile, Rear Restroom Grout None Detected 08-MA4-024 Grout associated with ceramic tile, Rear Women's Restroom Grout None Detected 09-MA4-025 Grout associated with ceramic tile, Subway Kitchen, Middle Grout None Detected 09-MA4-026 Grout associated with ceramic tile, Subway Kitchen, By Door Grout None Detected 09-MA4-027 Grout associated with ceramic tile, Subway Kitchen, By Wall Grout None Detected 10-CT4-028 2'x 4' Ceiling Tile, Subway Kitchen Acoustic Tile None Detected 10-CT4-028 2' x 4' Ceiling Tile, Subway Kitchen Vinyl Facing None Detected Sample Number Material Description and Location Layer Lab Results 10-CT4-029 2' x 4' Ceiling Tile, Subway Kitchen, Front Acoustic Tile None Detected 10-CT4-029 2' x 4' Ceiling Tile, Subway Kitchen, Front Vinyl Facing None Detected 10-CT4-030 2' x 4' Ceiling Tile, Deli Prep Area Acoustic Tile None Detected 10-CT4-030 2'x 4' Ceiling Tile, Deli Prep Area Vinyl Facing None Detected 11-MG7-031 Carpet Glue, Pharmacy Glue None Detected 11-MG7-031 Carpet Glue, Pharmacy Carpet Pad None Detected 11-MG7-032 Carpet Glue, Pharmacy Glue None Detected 11-MG7-032 Carpet Glue, Pharmacy Carpet Pad None Detected 11-MG7-033 Carpet Glue, Pharmacy Glue None Detected 11-MG7-033 Carpet Glue, Pharmacy Carpet Pad None Detected 12-RF6-034 Roofing Membrane, North Section Roof Roofing Membrane None Detected 12-RF6-034 Roofing Membrane, North Section Roof Felt Facing None Detected 12-RF6-034 Roofing Membrane, North Section Roof Foam Insulation None Detected 12-RF6-035 Roofing Membrane, Middle Roof Roofing Membrane None Detected 12-RF6-035 Roofing Membrane, Middle Roof Felt Facing None Detected 12-RF6-035 Roofing Membrane, Middle Roof Foam Insulation None Detected 12-RF6-036 Roofing Membrane, South Roof Roofing Membrane None Detected 12-RF6-036 Roofing Membrane, South Roof Felt Facing None Detected 12-RF6-036 Roofing Membrane, South Roof Foam Insulation None Detected 13-SC7-037 Sealant, South Roof Sealant None Detected 13-SC7-038 Sealant, Southeast Roof Sealant None Detected 13-SC7-039 Sealant, North Roof Sealant None Detected Sample Number Material Description and Location Layer Lab Results 14-MA2-040 CMU, Southeast Corner CMU None Detected 14-MA2-041 CMU, Southwest Corner CMU None Detected 14-MA2-042 CMU, North Side CMU None Detected 15-CA6-043 Foundation Caulk, Southeast Corner, Exterior Caulking None Detected 15-CA6-044 Foundation Caulk, Northwest Corner, Exterior Caulking None Detected 15-CA6-045 Foundation Caulk, East Side, Exterior Caulking None Detected 16-CA2-046 Door Caulk, West Exterior Wall Caulking None Detected 16-CA2-047 Door Caulk, North Exterior Wall Caulking None Detected 16-CA2-048 Door Caulk, East Exterior Wall Caulking None Detected 17-MA6-049 Stucco, South Exterior Wall Stucco None Detected 17-MA6-050 Stucco, South Exterior Wall Stucco None Detected 17-MA6-051 Stucco, South Exterior Wall Stucco None Detected 17-MA6-052 Stucco, South Exterior Wall Stucco None Detected 17-MA6-053 Stucco, South Exterior Wall Stucco None Detected 17-MA6-054 Stucco, South Exterior Wall Stucco None Detected 17-MA6-055 Stucco, South Exterior Wall Stucco None Detected 18-CA3-056 Wall Caulk, West Side Corner Caulking None Detected 18-CA3-057 Wall Caulk, West Exterior Wall Caulking None Detected 18-CA3-058 Wall Caulk, East Exterior Wall Caulking None Detected APPENDIX B ASBESTOS LABORATORY ANALYTICAL DATA Laps PLM Summary Report NVLAP Lab Code 102056-0 2051 Valley View Lane TDSHS License No.30-0084 Farmers Branch,TX 75234 Phone: (972)241-8460 Client: Terracon-Mountlake Terrace Lab Job No. : 1813-09737 Project: Walmart Store#3757 Report Date: 08/03/2018 Project#: 8118P082 Sample Date :07/26/2018 Identification: Asbestos,Bulk Sample Analysis Test Method : Polarized Light Microscopy/Dispersion Staining(PLM/DS) EPA Method 600/R-93/ 116 Page 1 of 4 On 7/30/2018,fifty eight(58)bulk material samples were submitted by Christina Anderson of Terracon-Mountlake Terrace for asbestos analysis by PLM/DS.The PLM Detail Report is attached;additional information may be found therein.The results are summarized below: Sample Number Client Sample Description/Location Asbestos Content 01-WB 1-001 Gypsum Wallboard with Joint Compound and Tape, Pick- None Detected-Drywall Material up Stockroom None Detected-Joint Compound O1-WB1-002 Gypsum Wallboard with Joint Compound and Tape, Rear None Detected-Drywall Material Stockroom None Detected-Joint Compound 01-WB 1-003 Gypsum Wallboard with Joint Compound and Tape, Janitor None Detected-Drywall Material Storage Area None Detected-Joint Compound 02-MA4-004 Grout, Front Entry None Detected-Grout 02-MA4-005 Grout, Front Restroom None Detected-Grout 02-MA4-006 Grout, Rear Restroom None Detected-Grout 03-FC1-007 Sheet Vinyl Flooring/Paper Backing, Pick-up Waiting Area None Detected-Sheet Flooring 03-FC1-008 Sheet Vinyl Flooring/Paper Backing, Subway Rear Door None Detected-Sheet Flooring 03-FC1-009 Sheet Vinyl Flooring/Paper Backing, Sleep Wear None Detected-Sheet Flooring 04-CT4-010 2'x 4'Ceiling Tile, Customer Service None Detected-Acoustic Tile None Detected-Vinyl Facing 04-CT4-011 2'x 4'Ceiling Tile, Rear Restroom Hall None Detected-Acoustic Tile None Detected-Vinyl Facing 04-CT4-012 2'x 4'Ceiling Tile, By Bakery Section None Detected-Acoustic Tile None Detected-Vinyl Facing 05-MG8-013 Fiber Reinforced Panel Adhesive, Pick-up Back Room None Detected-Paneling None Detected-Adhesive 05-MG8-014 Fiber Reinforced Panel Adhesive, Rear Stockroom Janitor None Detected-Fiberglass Panel Storage None Detected-Adhesive 05-MG8-015 Fiber Reinforced Panel Adhesive, Rear Stockroom None Detected-Adhesive 06-CA4-016 Floor Caulk, Pick-up Back Room None Detected-Caulking 06-CA4-017 Floor Caulk, Janitor Storage None Detected-Caulking Laps PLM Summary Report NVLAP Lab Code 102056-0 2051 Valley View Lane TDSHS License No.30-0084 Farmers Branch,TX 75234 Phone: (972)241-8460 Client: Terracon-Mountlake Terrace Lab Job No. : 1813-09737 Project: Walmart Store#3757 Report Date: 08/03/2018 Project#: 8118P082 Sample Date :07/26/2018 Identification: Asbestos,Bulk Sample Analysis Test Method : Polarized Light Microscopy/Dispersion Staining(PLM/DS) EPA Method 600/R-93/ 116 Page 2 of 4 On 7/30/2018,fifty eight(58)bulk material samples were submitted by Christina Anderson of Terracon-Mountlake Terrace for asbestos analysis by PLM/DS.The PLM Detail Report is attached;additional information may be found therein.The results are summarized below: Sample Number Client Sample Description/Location Asbestos Content 06-CA4-018 Floor Caulk, Garden None Detected-Caulking 07-CT4-019 2'x 4'Ceiling Tile, Vision Center, Front None Detected-Acoustic Tile 07-CT4-020 2'x 4'Ceiling Tile, Vision Center,Middle None Detected-Acoustic Tile 07-CT4-021 2'x 4'Ceiling Tile, Vision Center,Middle Hall None Detected-Acoustic Tile 08-MA4-022 Grout, Front Women's Restroom None Detected-Grout 08-MA4-023 Grout, Rear Restroom None Detected-Grout 08-MA4-024 Grout None Detected-Grout 09-MA4-025 Grout, Subway Kitchen,Middle None Detected-Grout 09-MA4-026 Grout, Subway Kitchen,By Door None Detected-Grout 09-MA4-027 Grout, Subway Kitchen,By Wall None Detected-Grout 10-CT4-028 2'x 4'Ceiling Tile, Subway Kitchen None Detected-Acoustic Tile None Detected-Vinyl Facing 10-CT4-029 2'x 4'Ceiling Tile, Subway Kitchen,Front None Detected-Acoustic Tile None Detected-Vinyl Facing 10-CT4-030 2'x 4'Ceiling Tile, Deli Prep Area None Detected-Acoustic Tile None Detected-Vinyl Facing 11-MG7-031 Carpet Glue, Pharmacy None Detected-Glue None Detected-Carpet Pad 11-MG7-032 Carpet Glue, Pharmacy None Detected-Glue None Detected-Carpet Pad 11-MG7-033 Carpet Glue, Pharmacy None Detected-Glue None Detected-Carpet Pad 12-RF6-034 Roofing Membrane, North Section Roof None Detected-Roofing Membrane None Detected-Felt Facing None Detected-Foam Insulation Laps PLM Summary Report NVLAP Lab Code 102056-0 2051 Valley View Lane TDSHS License No.30-0084 Farmers Branch,TX 75234 Phone: (972)241-8460 Client: Terracon-Mountlake Terrace Lab Job No. : 1813-09737 Project: Walmart Store#3757 Report Date: 08/03/2018 Project#: 8118PO82 Sample Date :07/26/2018 Identification: Asbestos,Bulk Sample Analysis Test Method : Polarized Light Microscopy/Dispersion Staining(PLM/DS) EPA Method 600/R-93/ 116 Page 3 of 4 On 7/30/2018,fifty eight(58)bulk material samples were submitted by Christina Anderson of Terracon-Mountlake Terrace for asbestos analysis by PLM/DS.The PLM Detail Report is attached;additional information may be found therein.The results are summarized below: Sample Number Client Sample Description/Location Asbestos Content 12-RF6-035 Roofing Membrane, Middle Roof None Detected-Roofing Membrane None Detected-Felt Facing None Detected-Foam Insulation 12-RF6-036 Roofing Membrane, South Roof None Detected-Roofing Membrane None Detected-Felt Facing None Detected-Foam Insulation 13-SC7-037 Sealant, South Roof None Detected-Sealant 13-SC7-038 Sealant, Southeast Roof None Detected-Sealant 13-SC7-039 Sealant, North Roof None Detected-Sealant 14-MA2-040 CMU, Southeast Corner None Detected-CMU 14-MA2-041 CMU, Southwest Corner None Detected-CMU 14-MA2-042 CMU, North Side None Detected-CMU 15-CA6-043 Foundation Caulk, Southeast Corner,Exterior None Detected-Caulking 15-CA6-044 Foundation Caulk, Northwest Corner,Exterior None Detected-Caulking 15-CA6-045 Foundation Caulk, East Side,Exterior None Detected-Caulking 16-CA2-046 Door Caulk, West Exterior Wall None Detected-Caulking 16-CA2-047 Door Caulk, North Exterior Wall None Detected-Caulking 16-CA2-048 Door Caulk, East Exterior Wall None Detected-Caulking 17-MA6-049 Stucco, South Exterior Wall None Detected-Stucco 17-MA6-050 Stucco, South Exterior Wall None Detected-Stucco 17-MA6-051 Stucco, South Exterior Wall None Detected-Stucco 17-MA6-052 Stucco, South Exterior Wall None Detected-Stucco 17-MA6-053 Stucco, South Exterior Wall None Detected-Stucco Laps PLM Summary Report NVLAP Lab Code 102056-0 2051 Valley View Lane TDSHS License No.30-0084 Farmers Branch,TX 75234 Phone: (972)241-8460 Client: Terracon-Mountlake Terrace Lab Job No. : 1813-09737 Project: Walmart Store#3757 Report Date: 08/03/2018 Project#: 8118PO82 Sample Date :07/26/2018 Identification: Asbestos,Bulk Sample Analysis Test Method : Polarized Light Microscopy/Dispersion Staining(PLM/DS) EPA Method 600/R-93/ 116 Page 4 of 4 On 7/30/2018,fifty eight(58)bulk material samples were submitted by Christina Anderson of Terracon-Mountlake Terrace for asbestos analysis by PLM/DS.The PLM Detail Report is attached;additional information may be found therein.The results are summarized below: Sample Number Client Sample Description/Location Asbestos Content 17-MA6-054 Stucco, South Exterior Wall None Detected-Stucco 17-MA6-055 Stucco, South Exterior Wall None Detected-Stucco 18-CA3-056 Wall Caulk, West Side Corner None Detected-Caulking 18-CA3-057 Wall Caulk, West Exterior Wall None Detected-Caulking 18-CA3-058 Wall Caulk, East Exterior Wall None Detected-Caulking These samples were analyzed by layers.Quantification,unless otherwise noted,is performed by calibrated visual estimate.The test report shall not be reproduced,except in full,without written approval of the laboratory. The results �� relate only to the items tested.These test results do not imply endorsement by NVLAP or any agency of the U.S. Government.Accredited by the National Voluntary Laboratory Accreditation Program for Bulk Asbestos Fiber Analysis LAB #102056-0 under Lab Code 102056-0. Analyst(s): Daniel Farley Lab Manager:Heather Lopez Approved Signatory - Lab Director:Bruce Crabb Approved Signatory: —%:zw Thank you for choosing Moody Labs Moody Labs PLM Detail Report NVLAP Lab Code 102056-0 2051 Valley View Lane Supplement to PLM Summary Report TDSHS License No.30-0084 Farmers Branch,TX 75234 Phone:(972)241-8460 Client: Terracon-Mountlake Terrace Lab Job No. : 18B-09737 Project: Walmart Store#3757 Report Date: 08/03/2018 Project#: 8118P082 Page 1 of 6 Sample Number Layer %Of Components %of Analysis Analyst Sam le Layer I Date 01-WB 1-001 Drywall Material(White) 45% Glass Wool Fibers 2% 08/02 DF Gypsum/Binders 98% DW Paper Facing(Tan) 30% Cellulose Fibers 100% Joint Compound(Off-White) 25% Calcite/Talc/Binders 100% No Tape 01-WB1-002 Drywall Material(White) 40% Glass Wool Fibers 2% 08/02 DF Gypsum/Binders 98% DW Paper Facing(Tan) 30% Cellulose Fibers 100% Glass Fiber Mesh(Yellow) 2% Glass Wool Fibers 50% Synthetic Fibers 50% Joint Compound(White) 28% Calcite/Gypsum Binders 100% 01-WB 1-003 Drywall Material(White) 20% Glass Wool Fibers 2% 08/02 DF Gypsum/Binders 98% DW Paper Facing(Tan) 30% Cellulose Fibers 100% Joint Compound(Off-White) 50% Calcite/Talc/Binders 100% No Tape 02-MA4-004 Grout(Grey) 100% Aggregate 65% 08/02 DF Cement Binders 35% 02-MA4-005 Grout(Grey) 100% Aggregate 65% 08/02 DF Cement Binders 35% 02-MA4-006 Grout(Grey) 100% Aggregate 65% 08/02 DF Cement Binders 35% 03-FC1-007 Sheet Flooring(Brown/Grey) 100% Synthetic Fibers 2% 08/02 DF Glass Wool Fibers 1% Cellulose Fibers <1% Calcite/Vinyl Binders 97% No Mastic/Paper Backing Moody Labs PLM Detail Report NVLAP Lab Code 102056-0 2051 Valley View Lane Supplement to PLM Summary Report TDSHS License No.30-0084 Farmers Branch,TX 75234 Phone:(972)241-8460 Client: Terracon-Mountlake Terrace Lab Job No. : 18B-09737 Project: Walmart Store#3757 Report Date: 08/03/2018 Project#: 8118P082 Page 2 of 6 Sample Number Layer %Of Components %of Analysis Analyst Sam le Layer I Date 03-FC 1-008 Sheet Flooring(Brown/Grey) 100% Synthetic Fibers 2% 08/02 DF Glass Wool Fibers 1% Cellulose Fibers <1% Calcite/Vinyl Binders 97% No Mastic/Paper Backing 03-FC1-009 Sheet Flooring(Brown/Grey) 100% Synthetic Fibers 2% 08/02 DF Glass Wool Fibers 1% Cellulose Fibers <1% Calcite/Vinyl Binders 97% No Mastic/Paper Backing 04-CT4-010 Acoustic Tile(Yellow) 95% Mineral Wool Fibers 95% 08/02 DF Resin Binders 5% Vinyl Facing(White) 5% Vinyl Binders 100% 04-CT4-011 Acoustic Tile(Yellow) 85% Mineral Wool Fibers 95% 08/02 DF Resin Binders 5% Vinyl Facing(White) 15% Vinyl Binders 100% 04-CT4-012 Acoustic Tile(Yellow) 20% Mineral Wool Fibers 95% 08/02 DF Resin Binders 5% Vinyl Facing(White) 80% Vinyl Binders 100% 05-MG8-013 Paneling(Blue) 80% Vinyl Binders 100% 08/02 DF Paper(Tan) 18% Cellulose Fibers 100% Adhesive(Clear) 2% Glue Binders 100% 05-MG8-014 Fiberglass Panel(White) 98% Glass Wool Fibers 60% 08/02 DF Resin Binders 40% Adhesive(Yellow) 2% Glue Binders 100% 05-MG8-015 Paper(Tan) 90% Cellulose Fibers 100% 08/02 DF Adhesive(Clear) 10% Glue Binders 100% 06-CA4-016 Caulking(Dark Grey) 100% Binders/Fillers 100% 08/02 DF 06-CA4-017 Caulking(Dark Grey) 100% Binders/Fillers 100% 08/02 DF Moody Labs PLM Detail Report NVLAP Lab Code 102056-0 2051 Valley View Lane Supplement to PLM Summary Report TDSHS License No.30-0084 Farmers Branch,TX 75234 Phone:(972)241-8460 Client: Terracon-Mountlake Terrace Lab Job No. : 18B-09737 Project: Walmart Store#3757 Report Date: 08/03/2018 Project#: 8118P082 Page 3 of 6 Sample Number Layer %Of Components %of Analysis Analyst Sam le Layer I Date 06-CA4-018 Caulking(Dark Grey) 100% Binders/Fillers 100% 08/02 DF 07-CT4-019 Acoustic Tile(Light Tan) 100% Cellulose Fibers 80% 08/02 DF Perlite 20% 07-CT4-020 Acoustic Tile(Light Tan) 100% Cellulose Fibers 80% 08/02 DF Perlite 20% 07-CT4-021 Acoustic Tile(Light Tan) 100% Cellulose Fibers 80% 08/02 DF Perlite 20% 08-MA4-022 Grout(Grey) 100% Aggregate 65% 08/02 DF Cement Binders 35% 08-MA4-023 Grout(Grey) 100% Aggregate 65% 08/02 DF Cement Binders 35% 08-MA4-024 Grout(Grey) 100% Aggregate 65% 08/02 DF Cement Binders 35% 09-MA4-025 Grout(Grey) 100% Aggregate 65% 08/02 DF Cement Binders 35% 09-MA4-026 Grout(Grey) 100% Aggregate 65% 08/02 DF Cement Binders 35% 09-MA4-027 Grout(Grey) 100% Aggregate 65% 08/02 DF Cement Binders 35% 10-CT4-028 Acoustic Tile(Light Grey) 80% Cellulose Fibers 50% 08/02 DF Mineral Wool Fibers 30% Perlite 20% Vinyl Facing(White) 20% Vinyl Binders 100% 10-CT4-029 Acoustic Tile(Light Grey) 80% Cellulose Fibers 50% 08/02 DF Mineral Wool Fibers 30% Perlite 20% Vinyl Facing(White) 20% Vinyl Binders 100% Moody Labs PLM Detail Report NVLAP Lab Code 102056-0 2051 Valley View Lane Supplement to PLM Summary Report TDSHS License No.30-0084 Farmers Branch,TX 75234 Phone:(972)241-8460 Client: Terracon-Mountlake Terrace Lab Job No. : 1813-09737 Project: Walmart Store#3757 Report Date: 08/03/2018 Project#: 8118P082 Page 4 of 6 Sample Number Layer %Of Components %of Analysis Analyst Sam le Layer I Date 10-CT4-030 Acoustic Tile(Light Grey) 80% Cellulose Fibers 50% 08/02 DF Mineral Wool Fibers 30% Perlite 20% Vinyl Facing(White) 20% Vinyl Binders 100% 11-MG7-031 Glue(Green) 50% Glue Binders 100% 08/02 DF Carpet Pad(Black) 50% Synthetic Foam 100% 11-MG7-032 Glue(Green) 5% Glue Binders 100% 08/02 DF Carpet Pad(Black) 95% Synthetic Foam 100% 11-MG7-033 Glue(Green) 5% Glue Binders 100% 08/02 DF Carpet Pad(Black) 95% Synthetic Foam 100% 12-RF6-034 Roofing Membrane(White/Black) 40% Synthetic Fiber Mesh 5% 08/02 DF Vinyl Binders 95% Felt Facing(Dark Grey) 20% Cellulose Fibers 85% Glass Wool Fibers 5% Binders/Fillers 10% Foam Insulation(Light Yellow) 40% Synthetic Foam 100% 12-RF6-035 Roofing Membrane(White/Black) 25% Synthetic Fiber Mesh 5% 08/02 DF Vinyl Binders 95% Felt Facing(Dark Grey) 10% Cellulose Fibers 85% Glass Wool Fibers 5% Binders/Fillers 10% Foam Insulation(Light Yellow) 65% Synthetic Foam 100% 12-RF6-036 Roofing Membrane(White/Black) 25% Synthetic Fiber Mesh 5% 08/02 DF Vinyl Binders 95% Felt Facing(Dark Grey) 10% Cellulose Fibers 85% Glass Wool Fibers 5% Binders/Fillers 10% Foam Insulation(Light Yellow) 6.5% Synthetic Foam 100% Moody Labs PLM Detail Report NVLAP Lab Code 102056-0 2051 Valley View Lane Supplement to PLM Summary Report TDSHS License No.30-0084 Farmers Branch,TX 75234 Phone:(972)241-8460 Client: Terracon-Mountlake Terrace Lab Job No. : 18B-09737 Project: Walmart Store#3757 Report Date: 08/03/2018 Project#: 8118P082 Page 5 of 6 Sample Number Layer %Of Components %of Analysis Analyst Sam le Layer I Date 13-SC7-037 Sealant(White) 100% Calcite 15% 08/02 DF Binders/Fillers 85% 13-SC7-038 Sealant(White) 100% Calcite 15% 08/02 DF Binders/Fillers 85% 13-SC7-039 Sealant(White) 100% Calcite 15% 08/02 DF Binders/Fillers 85% 14-MA2-040 CMU(Grey) 100% Aggregate 65% 08/02 DF Cement Binders 35% 14-MA2-041 CMU(Grey) 100% Aggregate 65% 08/02 DF Cement Binders 35% 14-MA2-042 CMU(Grey) 100% Aggregate 65% 08/02 DF Cement Binders 35% 15-CA6-043 Caulking(Grey) 100% Calcite 20% 08/02 DF Binders/Fillers 80% 15-CA6-044 Caulking(Grey) 100% Calcite 20% 08/02 DF Binders/Fillers 80% 15-CA6-045 Caulking(Grey) 100% Calcite 20% 08/02 DF Binders/Fillers 80% 16-CA2-046 Caulking(White) 100% Calcite 50% 08/02 DF Binders/Fillers 50% 16-CA2-047 Caulking(White) 100% Calcite 50% 08/02 DF Binders/Fillers 50% 16-CA2-048 Caulking(White) 100% Calcite 50% 08/02 DF Binders/Fillers 50% 17-MA6-049 Stucco(Light Beige) 100% Vermiculite 30% 08/02 DF Calcite/Binders 70% 17-MA6-050 Stucco(Light Beige) 100% Vermiculite 30% 08/02 DF Calcite/Binders 70% Moody Labs PLM Detail Report NVLAP Lab Code 102056-0 2051 Valley View Lane Supplement to PLM Summary Report TDSHS License No.30-0084 Farmers Branch,TX 75234 Phone:(972)241-8460 Client: Terracon-Mountlake Terrace Lab Job No. : 18B-09737 Project: Walmart Store#3757 Report Date: 08/03/2018 Project#: 8118P082 Page 6 of 6 Sample Number Layer %Of Components %of Analysis Analyst Sam le Layer I Date 17-MA6-051 Stucco(Light Beige) 100% Vermiculite 30% 08/02 DF Calcite/Binders 70% 17-MA6-052 Stucco(Light Beige) 100% Vermiculite 30% 08/02 DF Calcite/Binders 70% 17-MA6-053 Stucco(Light Beige) 100% Vermiculite 30% 08/02 DF Calcite/Binders 70% 17-MA6-054 Stucco(Light Beige) 100% Vermiculite 30% 08/02 DF Calcite/Binders 70% 17-MA6-055 Stucco(Light Beige) 100% Vermiculite 30% 08/02 DF Calcite/Binders 70% 18-CA3-056 Caulking(Tan) 100% Binders/Fillers 100% 08/02 DF 18-CA3-057 Caulking(Tan) 100% Binders/Fillers 100% 08/02 DF 18-CA3-058 Caulking(Tan) 100% Calcite 50% 08/02 DF Binders/Fillers 50% TEM Bulk Summary Report Moody Labs NVLAP Lab Code 102056-0 2051 Valley View Lane TDSHS License No.30-0084 Farmers Branch,TX 75234 Phone: (972)241-8460 Client: Terracon-Mountlake Terrace Lab Job No. : 18T-09737A Project: Walmart Store#3757 Report Date : 08/08/2018 Project#: 8118PO82 Sample Date:07/26/2018 Identification: Asbestos,Bulk Sample Analysis Test Method : Transmission Electron Microscopy/X-Ray Analysis(TEM/EDX) /Gravimetric Analysis. EPA 6OO/R93/116 Page 1 of 1 On 8/3/2018,one(1)bulk material sample was submitted by Christina Anderson of Terracon-Mountlake Terrace for asbestos analysis by TEM/EDX/Gravimetric.The TEM Chatfield Detail Report is attached;additional information may be found therein.The results are summarized below: Sample Number Client Sample Description/Location Asbestos Content 03-FC1-007 Sheet Vinyl Flooring/Paper Backing, Pick-up Waiting None Detected-Sheet Flooring Area These samples were analyzed by layers.Quantification,unless otherwise noted,is performed by calibrated visual estimate.Results may not be reproduced except in full. This test report relates only to the samples tested.These test results do not imply endorsement by NVLAP or any agency of the U.S.Government.Accredited by the National Voluntary Laboratory Accreditation Program for Bulk Asbestos Fiber Analysis under Lab Code 102056. Analyst(s): Bruce Crabb Lab Manager:Heather Lopez Approved Signatory: c Lab Director:Bruce Crabb Approved Signatory: Thank you for choosing Steve Moody Micro Services Moody Labs TEM Chatfield Detail Report NVLAP Lab Code 102056-0 2051 Valley View Lane Supplement to TEM Bulk Summary Report TDSHS License No.30-0084 Farmers Branch,TX 75234 Phone:(972)241-8460 Client: Terracon-Mountlake Terrace Lab Job No. : 18T-09737A Project: Walmart Store#3757 Report Date : 08/08/2018 Project#: 8118P082 Page 1 of 1 Sample Number Layer Mass Percent of Sample 03-FC1-007 Sheet Flooring Original Sample 0.4296 grams Ashed Sample 0.2559grams Ashed 40.43% Acid Washed Sample 0.0230grams Acid 94.65% Sediment N/Agrams Sediment N/A Percent Remaining 5.35% Estimated Asbestos Percentage None Detected TEM-Gravimetric Result None Detected Analyst: Bruce Crabb Analyzed On: 08/08/2018 SMMS Asbestos Chain of Custody Page of v PLM-Bulk: ❑ 1 day ♦ El 2 day ♦ 3 day ♦❑ 5 day PCM-Air: ❑ 1 day ♦ ❑ 2 day ♦ ❑ 5 day Lab Job# ❑ Immediate (Call for quote) TEM-Air: ❑ 6 hr ♦ ❑ 12 hr ♦ ❑ 24 hr Lab Job# ANALYZE ALL ♦ ❑ POSITIVE STOP TEM-Bulk/Wipe/MVac: ❑ 24 hr ♦ ❑ 48 hr ♦ ❑ 72 hr Lab Job# **Please call in advance for after-hour&weekend analysis" TEM-7402/Modiriied: ❑ 24 hr ♦❑ 48 hr ♦ ❑ 72 hr Company Name and City: Terracon Consultants, Inc . Submitter's Name ` CK Sample date: P.O.No: Project: W&\Y V\f t �1 1 11�{� � ����- Project No: Contact Information:Name:C`" C rf SP_0 scoff Vb_yke,,V— Phone#: E-mail:(address): clark.grisell@Terracon.com & marci.brockett@terracon.com �1 Hard copy:(address): ,I'YVJ (kZ a) b . ( VVl-- Fax#: Invoice Address(if different): *—Please review paperwork and samples before submitting to lab.Uncontained/improperly packaged samples or excessive administrative requests may incur additional fees.*** See attached "Asbestos Bulk Sampling Log" for sample numbers and location descriptions. Sample analysis protocol for samples submitted under this chain of custody. 1. If PLM results of floor tile, sheeting, or associated mastic samples are reported with asbestos not detected or detected at trace level, ONE (1) sample from the homogenous area shall be re-analyzed using TEM after gravimetric reduction in accordance with EPA Test Method "Method for the Determination of Asbestos in Bulk Building Materials" (EPA/600/R-93/116, July 1993). 2. If PLM results of other materials including, but not limited to, plaster,joint compound, caulking, ceiling tiles, roofing material, resinous materials, etc, are reported with asbestos detected at trace level, then ONE (1) sample from each homogeneous material shall be reanalyzed using TEM after gravimetric reduction in accordance with EPA Test Method "Method for the Determination of Asbestos in Bulk Building Materials"(EPA/600/R-93/116,July 1993). by: DatelTime: eceiv B V Date/Ti RLJ�Q�sed eased by: Date/Time: Received By: Date rime: Notes: Steve Moody Micro Services,LLC - 2051 Valley View Ln. - Farmers Branch, TX 75234 - (972)241-8460 /FAX (972)241-8461 NVLAP Lab#102056 TXDSHS License#30-0084 [COC 2009] Project#: Asbestos Sample Location Log Page of ���L���.i��� Store #: ,3-7`o'3- Pwitsy4h ! (n;A Ins pecto �� �����J - Sample No: Written location where bulk sample is collected. Collection (HA,BS Code,Sample No.) Date Coo ------- ----- -------- - -------------- ------ ------------------------------------ -- ----- _ 0 __���I-- -- -- \ �- -- -,--------------------------- - - - ----- - -------- ------- - - -- ----------------------------- - ---- ------ lea-- ------- 7----------------------------------- -- ----- 0"Z � -------------------- ------------------------------------------- -- ----- - -a .6----�- ----- ------------------------------ 'R7 -------------------------- -col -- ----------------------------------- - ---- -------- ------------------ --- ------------------ - ' ---- )Av - .`=�--C711,A-=------ ------- --- ----------------- --------- ---- OLA ci 4 - ----- - -- �- ---- -------------- --------- -------- - ---------------- -.v--- -------------------- ---�----- -- ------- ------------------ ---------- -------------------------- ---�---- OCR } 11\-,� � -------� �--� - -- � , l ------ ---+---- -------------------- ---------------- ------------------------ ---- ---- -U}----- -�'_i-"�-- - - -- -- ------------------ ---- ---- C)i\/^) =e �,77 `T----------------- --------------- --.-- ------- --- -------- -- ---------- ----�--- Asbestos Sample Location Log Page o1 of 3 Project#: t l ^ P0 D Store #: Inspector (8,& 0�1 Sample No: Written location where bulk sample is collected. Collection (HA,BS Code,Sample No.) Date - --------------- ------------------------------------------ - --- G --\— —_Ma - C -- — —� — ------ ------- --- ----- — -- -- ---- --------------- --- ---- OcA -�W�A O'Ll LIU — V t N A VI ------- --l-�I---V----- -----------------,-------------------------- --- ---- --`------------�L - --- I--------------------------------- ---�---- �.�----C- ------- \- ------------------------------- -- --- -- - - 0'7 -- --- - - - CCU -- ------ - ------- -- --- - ------------------------------ -- --- 0-1 --------- --------- - ---- ------------------------------ --- --- �� =- 6 --- -- _ ---- - ----------------- --- ' _-- __ ----------------------------- ----___________________________ ___rt____ Z - �F.19 ---------------- - ------- --- ----------------------------- ---.�---- -- ------ ------- ---- ------------- - ----------------------------- �---- ��----- =--d3 -- ----------- �c�- -- 039----------------�- ---------- ----- -- -------------------- ---- --- -�y---- _�u�-- -- - - - - --------------- --- ' -- -------------------------------- z Asbestos Sample Location Log Page of Project#: l` P a Store#: - r Inspector: Sample No: d Written location where bulk sample is collected. Collection (HA,BS Code,Sample No.) Date ------------------- ---- ------------- ------------- _ Nq _S� _ __ _ _ _ mP v - ti 74 T----- ------------------- --- ---- - ----- ---- ----------------------- -------- -------------------- ---- ----------- -------------------------- -------- ----- ` =-� -- - -v ------------------------ -------- ---------- - -- ----- ---------------------- -------- _ - . -- _ -�-�---- --_-- C-- -- ---- - - --- ------------------------- -------- - ---------�--� ;art- ------------ ---�---- __ _ _____ __ --------------------------------------------------- ____________________ __________________________________________ ____-___ -------------------- ------------------------------------------- ----fi--- -------------------- ------------------------------------------- ----t--- -------------------- ------------------------------------------- -----�--- - - J APPENDIX C LICENSES AND CERTIFICATIONS ?k_ M P (fertt" f of This is to certify that Christina A. Anderson satisfactorilyhas • • - - • AHERA Building Inspector 4 hours of refresher training as an tocomplywith - trainingrequirements of w / t � TSC 1 Title 11, , 1Jun 6, 2018 Expires in 1 year. , Certificate Number - � ARGUSDate(s) of Training TRAINING-CONSULTINGn Exam Score- A lFerracon COMPANY If ti appropriate: Instructor .\ � ���,1,- .. ���� r K`. -� � ,.V,-ti✓' k� J 4 -i ^Vj'�- --_----- ���--+ �--- _�. _�`�.��� ---_ -_�_ _ `��j,�L ���`tca�✓-1 /J APPENDIX D SAMPLE LOCATION DRAWING 16-CA2-046 18-CA3-056 06-CA4-017 0 0 08-MA4-024 �01-W B 1-003 05-MG8-014 08 MA4-023 16-CA2-047 14-MA2-041 oOa:000:TOTAL BUILDING 02-MA4-006 05-MG8-015� e 18-CA3-057 04-CT4-011Ell 17-MA6-055 00 15-CA6-044 14-MA2-042 17-MA6-054 -- ILA L IfF .. e: ❑ g o. 01 WB1-0020 ° o 7cEU MEAT 11-MG7-033 lu C1 17 MA6 053 ❑ �� �- 11-MG7-031 --- ® ® D ® D D ® D D e 0 ® 01 0HM El 17-MA6-052 ❑ 0 EE 11-MG7-032 C - O - O ® O ®O ® 0 O ® - 03 FC1-009 ®° ❑ boo 000 00 000Ff El 17-MA6051 El EEEE rlrl mrlrl rlri ❑OG0 � - nil IN r1l - O ® ®17-MA6-050— El 04-CT4-012 -- ® ai El TEE ® ® ® ® 112 Ild 112 pw 17MA6049 ® ® � OO � O ® OO ® �TE FEED E WOW I B B B B B ®®®® 06 CA4-018 m ❑ ❑ ❑ ❑ ❑ ® ❑ 0 , El El El El El ® El El ❑ � � � 10-CT4-030 [EHHH]EI 18-CA3-058 LU o E ® _ s 15-C 14-MA2-040 _ ® 15 CA6 045 A6 043 i I 16-CA2-048 9 ED p p fl ® g 10-CT4-029 —06-CA4-016 02-MA4-004 08-MA4-022 04-CT4-010 09-MA4-025 02-MA4-005 01-WB1-001 09-MA4-027 10-CT4-028 07-CT4-019 03-FC 1-007 03-FC1-008 04-CT4-021 DIAGRAM IS INTENDED FOR GENERAL USE ONLY,AND IS NOT FOR 09-MA4-026J —07-CT4-020 05-MG8-013 CONSTRUCTION PURPOSES. LOCATIONS ARE APPROXIMATE. LEGEND ProjectMngr: CLG Protect No. 8118P082 SAMPLE LOCATION DIAGRAM EXHIBIT DrewnBy: AMP Scae. ASSHOWN Ierracon WALMART STORE 3757 checked By: File No. Consulting Engineers and Scientists 014-CA2-040— APPROXIMATE SAMPLE LOCATIONS ADO Exhibit 4010 172nd St NE � Approved By: Date: 21905 84th Avenue W,Ste 100 Mountlake Tertace,WA 98043 DBM 11 June2018 PH.(425)771-3304 FAX.(425)771-3549 Arlington, Washington �f Ar 13-SC7-039 12-RF6-035 .J J J J 13-SC7-037 , , J I f 12-RF6-034 ! ! 12-RF6-036 I I ! 1 I ) J .1 .5 -1 ! ! { t J 1 1 l J J J ::: - Will i �' tit ` • .� ��jt�'J>�l _•:/ .1;- r. �;� ��. ♦ - yam, 13-SC7-03811 ON ' DIAGRAM IS INTENDED FOR GENERAL USE ONLY,AND IS NOT FOR CONSTRUCTION PURPOSES. LOCATIONS ARE APPROXIMATE. LEGEND Project Mn9r' CMG Pro'eC'No 8118PO82 SAMPLE LOCATION DIAGRAM EXHIBIT AMP AS SHOWN Drawn By: Scale: Irerracon WALMART STORE 3757 checked By: File No. Consulting Engineers and Scientists 014-CA2-040� APPROXIMATE SAMPLE LOCATIONS ADO Exhibit 4010 172nd St NE 2 Approved By. Date: 2190564th Avenue W,Ste 100 Mountlake Terrace,WA 98043 Arlington Washington DBM June 2018 PH(42s)n1-3304 FAx(42B)n1-3B4s TOP PANEL IS SHIPPED LOOSE AND CUT IN FIELD BACK PANEL IS SHIPPED LOOSE AND CUT IN FIELD 1 47.500 SCRIBE ARE SHIPPED LOOSE AND CUT IN FIELD 47.500 ------------------------------ 48.000 � �4.897 18.000 2.00� 2.00 A0001 1559 A 48.000 �38.625 12.500 3.132 VARIES 32.875 12.500 6.0 SECTION A-A A REFERENCE JOB #: * DRAWN BY: SAMANTHA H. LOCATION:* WAL-MART DATE: 1/24/19 STORE #: * SCALE: 1:20 QualSeiry 7400 SOUTH 28th STREET 18" ADJ. ANGLE WEDGE PAGE: 1 OF 1 N FORT SMITH,AR 72908 a soLUTTors PH. 800-643-2980 REV DESCRIPTION I DATE IDRAFTER IAT&mi acRyc Ipmnw FAX. 479-646-5517 A0001 159 NOTICE:THIS DRAWING IS THE PROPERTY OF QUALSERV SOLUTIONS INC.AND CONTAINS CONFIDENTIAL AND PROPRIETARY INFORMATION.NO PORTION OF THIS DRAWING MAY BE REPRODUCED OR COMMUNICATED WITHOUT EXPLICIT WRITTEN PERMISSION FROM QUALSERV SOLUTIONS INC. u� s,M L LAERG � ,�— '- '�• � ;goo c: WEISSE -M a _ • t WALK-INS. THE CENTER OF ALL WE DO. GLOBAL ��11r 3 — -s FOCUS CAPACITY SPEED Walk-in solutions are Increased capacity From design to delivery, our at the center of all we do means reduced inefficiencies turnaround time sets the mark M 4-1111 VRLErjr t�.. y , Ls� ti "� KIDS Global was formed by the merger of Kysor Panel Systems and the walk-in division of Hill-Phoenix.Through cutting- edge innovation and an unyielding commitment to customer satisfaction, KPS Global delivers superior insulated panel solutions for the supermarket, convenience store, scientific and industrial markets. . QUALITY INNOVATION EXPERIENCE Robust processes ensure quality Industry leading R&D A team with deep each and every time translates to savings for you experience and commitment f KPS GLOBAL IS TH4tE LLIRG1 - INS IN OF CUSTOM WALK WALK-IN COOLERS REFRIGERATED SCIENTIFIC AND FREEZERS WAREHOUSES CHAMBERS Quality, durability and service Large-scale coolers, KPS Global offers solutions define our products for freezers and processing for applications within supermarkets,convenience rooms - KPS Global is your the scientific community. stores, industrial projects and refrigerated warehouse cold From clean rooms to more.With each unit custom storage expert. For indoor growth chambers, KPS built to your specifications, applications, panels can Global designs and our walk-in coolers and span up to 25'in height. manufactures modular freezers set the standard for And for outdoor units, our rooms to accommodate innovation and efficiency.Over engineering services can various environmental 100-years of experience in design steel infrastructure to requirements. High- density the design, manufacture and support taller specifications or rail panels can be custom service of cold storage rooms potential load requirements. sized to fit any design. and doors ensures you'll keep your cold chain strong. r •I /1 rye° . d'il i''��'�ii' ; ST PROVIDEIT",J, Our unwavering THE N AT 10 N commitment to superior quality and customer `t satisfaction and service has made KPS Global the EQUIPMENT UTILITY choice for: ENCLOSURES ENCLOSURES RETAIL Supermarkets Dollar Stores KPS Global's panel systems KPS Global has the right Warehouse Stores function as ideal enclosures solution for your utility Club stores for pump houses, chillers, buildings.With specialized Big box electrical rooms, fire construction considerations, Convenience Stores pumps and more.The our panel systems provide Ecommerce fully customizable design superior protection for your Drug Stores provides a strong, modular equipment. Maintenance is Specialty Retailers structure built for harsh limited and our systems are outdoor weather. Our tailor-made for difficult to INDUSTRIAL designs accommodate reach locations. Warehouses the necessary blocking Food processing facilities requirements for mounting Electrical utility enclosures equipment and accessories. Telecommunication enclosures Pump equipment enclosures Dry rooms Ripening rooms SCIENTIFIC Pharmaceutical labs Test chambers (automotive, instrumentation, etc.) Blood banks Clean rooms .a Necropsy rooms s J OU US TO .DELIV N TIME, SCALE FROM INDUSTRIAL ir ` -,. , Headquartered in Fort WorF,Texas j ! !- with over 600 ' l employees nationally - KPS Global currently operates hal million square feet in five state-of-the-art manufacturing an warehousing facilities. , / / j ! Coast-to-coast, these facilities are strategically located to , • ! ! ! ! expedite delivery, shrink freight costs, and minimize the risk of damage during shipment. These robust capabilities allow us to exceed the expectations of our national customer base of blue chip companies, ! ! whatever their refrigeration needs may be. ! ! ! With almost 500 years of combined construction and , installation experience, KPS Global is an industry leader in the installation of Walk-in panels and related systems. At KPS Global, exceeding customer expectations is our top priority. Our installation services are a fixed portion of the purchase price - that means, no hidden costs for your company. Installers, overseen by a KPS Global Project Manager, who specialize in Walk-ins, not refrigeration mechanics, install our systems.This"one team"approach also greatly reduces installation time. TO INSTALLATION OW �i� -�: ►,►fir � - -- ��►�-:� fA �� '_�•�,,�� �,,,/® ��� �+� ��► �� �� ter► -=_��%'� %� '�►. _� ���.�—�—.�� ► ►�, III .�►-- _. TEXAS I --.�" '' ��►'�r Headquarters & Manufacturing ' ' i WAi 4201 N Beach St �►��, !r��►: /�" Fort Worth,TX 76137 800.633.3426 CALIFORNIA Manufacturing 4. : 1 Monte Vista Ave Chino, CA 91710 ARIZONA Goodyear,Manufacturing 3831 S. Bullard Ave AZ 85338 IndustrialTENNESSEE Manufacturing 521 Park ' • Piney Flats,TN 37686 GEO• ManufacturingGIA Sales & 1 • Gees Mill ' • Conyers, ` 30013 770.285.3280 www.pcir+s.Kpsjr1obci1.00m u� s,M L LAERG � ,�— '- '�• � ;goo c: WEISSE -M a _ • t WALK-INS. THE CENTER OF ALL WE DO. GLOBAL ��11r 3 — -s FOCUS CAPACITY SPEED Walk-in solutions are Increased capacity From design to delivery, our at the center of all we do means reduced inefficiencies turnaround time sets the mark M 4-1111 VRLErjr t�.. y , Ls� ti "� KIDS Global was formed by the merger of Kysor Panel Systems and the walk-in division of Hill-Phoenix.Through cutting- edge innovation and an unyielding commitment to customer satisfaction, KPS Global delivers superior insulated panel solutions for the supermarket, convenience store, scientific and industrial markets. . QUALITY INNOVATION EXPERIENCE Robust processes ensure quality Industry leading R&D A team with deep each and every time translates to savings for you experience and commitment f KPS GLOBAL IS TH4tE LLIRG1 - INS IN OF CUSTOM WALK WALK-IN COOLERS REFRIGERATED SCIENTIFIC AND FREEZERS WAREHOUSES CHAMBERS Quality, durability and service Large-scale coolers, KPS Global offers solutions define our products for freezers and processing for applications within supermarkets,convenience rooms - KPS Global is your the scientific community. stores, industrial projects and refrigerated warehouse cold From clean rooms to more.With each unit custom storage expert. For indoor growth chambers, KPS built to your specifications, applications, panels can Global designs and our walk-in coolers and span up to 25'in height. manufactures modular freezers set the standard for And for outdoor units, our rooms to accommodate innovation and efficiency.Over engineering services can various environmental 100-years of experience in design steel infrastructure to requirements. High- density the design, manufacture and support taller specifications or rail panels can be custom service of cold storage rooms potential load requirements. sized to fit any design. and doors ensures you'll keep your cold chain strong. r •I /1 rye° . d'il i''��'�ii' ; ST PROVIDEIT",J, Our unwavering THE N AT 10 N commitment to superior quality and customer `t satisfaction and service has made KPS Global the EQUIPMENT UTILITY choice for: ENCLOSURES ENCLOSURES RETAIL Supermarkets Dollar Stores KPS Global's panel systems KPS Global has the right Warehouse Stores function as ideal enclosures solution for your utility Club stores for pump houses, chillers, buildings.With specialized Big box electrical rooms, fire construction considerations, Convenience Stores pumps and more.The our panel systems provide Ecommerce fully customizable design superior protection for your Drug Stores provides a strong, modular equipment. Maintenance is Specialty Retailers structure built for harsh limited and our systems are outdoor weather. Our tailor-made for difficult to INDUSTRIAL designs accommodate reach locations. Warehouses the necessary blocking Food processing facilities requirements for mounting Electrical utility enclosures equipment and accessories. Telecommunication enclosures Pump equipment enclosures Dry rooms Ripening rooms SCIENTIFIC Pharmaceutical labs Test chambers (automotive, instrumentation, etc.) Blood banks Clean rooms .a Necropsy rooms s J OU US TO .DELIV N TIME, SCALE FROM INDUSTRIAL ir ` -,. , Headquartered in Fort WorF,Texas j ! !- with over 600 ' l employees nationally - KPS Global currently operates hal million square feet in five state-of-the-art manufacturing an warehousing facilities. , / / j ! Coast-to-coast, these facilities are strategically located to , • ! ! ! ! expedite delivery, shrink freight costs, and minimize the risk of damage during shipment. These robust capabilities allow us to exceed the expectations of our national customer base of blue chip companies, ! ! whatever their refrigeration needs may be. ! ! ! With almost 500 years of combined construction and , installation experience, KPS Global is an industry leader in the installation of Walk-in panels and related systems. At KPS Global, exceeding customer expectations is our top priority. Our installation services are a fixed portion of the purchase price - that means, no hidden costs for your company. Installers, overseen by a KPS Global Project Manager, who specialize in Walk-ins, not refrigeration mechanics, install our systems.This"one team"approach also greatly reduces installation time. TO INSTALLATION OW �i� -�: ►,►fir � - -- ��►�-:� fA �� '_�•�,,�� �,,,/® ��� �+� ��► �� �� ter► -=_��%'� %� '�►. _� ���.�—�—.�� ► ►�, III .�►-- _. TEXAS I --.�" '' ��►'�r Headquarters & Manufacturing ' ' i WAi 4201 N Beach St �►��, !r��►: /�" Fort Worth,TX 76137 800.633.3426 CALIFORNIA Manufacturing 4. : 1 Monte Vista Ave Chino, CA 91710 ARIZONA Goodyear,Manufacturing 3831 S. Bullard Ave AZ 85338 IndustrialTENNESSEE Manufacturing 521 Park ' • Piney Flats,TN 37686 GEO• ManufacturingGIA Sales & 1 • Gees Mill ' • Conyers, ` 30013 770.285.3280 www.pcir+s.Kpsjr1obci1.00m WIDE ISLAND COFFIN CHASE C UL US HUSSMANN-FW R6011 .000 7a27 78.02 29.55 O , R6011.000_WIDE ISLAND COFFIN CHASE ARCH MECH ELEC REFR MECHCONST OWNER 1/29/2014 REVIEWED REVIEWED REVIEWED REVIEWED O-APR O-APR w ® UNITIZED SELF-SERVICE MULTI-DECK RD1069.652 HILLPHOENIX SPECIALTY PRODUCTS-(QC-R-35)-VOP TOP LED 144 1/2- CORNICE LIGHTS (12'CASE) REMOTE DISPLAY ON CORNICE a6 1/2' �34 7/8' (CUSTOMER LEFT) 72 1/4- (t'CASE) CONTROLLER Box(LOCATED (12'CASE) HIND FRONT TOE KICK 6 5/16"ADJUSTABLE LED LIGHTED TOP PIPING OPTIONAL LOCATION 1/4• (12'CASE) 22 FOR'COMPLETE'ISLAN (a'CASE) NOTE;PIPING DEPICTED HERE IS A METAL SHELVES W/SLOTTED (8't 12'CASE) 1-1/2"PAN DRAIN PRE-PIPED FROM THE FACTOF BLACK TAG MOLDING AND W/RUNNUNG TRAP 2 PLEX PRODUCT STOPS 3/4" (12'CASE)2" REMOVABLE 64 41 5/16' 13/18'J 44 1/2" 22' LOAD 19 1/1 B' TAG MOLDING ON 34 11/16-31'25 /B' 34" 22" LIMIT BASE PRODUCT STOP HF SERIES 1000 F3 1/1a' CART BUMPER _24" y_ I_ BOTTOM PIPE ACCESS _ (REFRIGERATION) I 16 3/8" 52 CONTROLLER BOX TOE KICK 4 13/16"8 7/8' (12'CASE) LOCATED BEHIND FRONT TOE KICK 87 7/1 B' (B'CASE) �34" (B'CASE) 1-1/2'PAN DRAIN SLIDE OUT POWER SUPPLY JUNCTION W/RUNNUNG TRAP 34 11/16" BALLAST TRAY Box(8't 12'CASE) (B'CASE) SECTION PLAN APPLICATION: Dairy/Deli AVERAGE PRODUCT TEMP('F) 38 ENERGY DATA CDECO (ACTUAL) CDECO TEA(W)/ftCE USABLE CUBE(ft3)/ft (kWh/day)/ft (DOE LIMIT) (kWh/day)/ft 7.01 2.12 7.99 REFRIGERATED CASE DATA(DX): DISCHARGE AIR CAPACITY CAPACITY EVAP SUPERHEAT AVG REF CASE LENGTH CONVENTIONAL PARALLEL TEMP(OF) TEMP VELOCITY FAN SPEED SETPOINT(OF) CHARGE(LB) (MBH)Total (MBH)Total (OF) (fpm) (rpm) 8' 10.623 1 9.304 1 24 1 32 170 1 1800 8-10 NA 12' 114.967 1 13.57 1 24 132 1170 11800 1 8-10 NA ELECTRICAL DATA: 8"FANS(120 Volt) LED CV4(120 Volt) CASELENGTF #FANS/ (1)Row High Output LED (1)Row High Output LED (4)Row-Standard Output CASE EC FAN TYPE CANOPY LIGHTS CEILING LIGHTS LED SHELF LIGHTS TOTAL LIGHTS AMPS WATTS I AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS 8' 2 0.84 100 0.24 29.8 NA NA 0.40 47.0 0.64 76.8 3 1.26 150 0.36 44.8 NA NA 0.60 70.6 1 0.96 1 115.4 ANTI-SWEAT HEATER DRAIN PAN HEATER DEFROST HEATER CASE LENGTF (120/1 Volt/Phase) (120/1 Volt/Phase) (120/1 Volt/Phase) AMPS WATTS AMPS WATTS AMPS WATTS NA NA NA NA NA NA NA NA NA NA NA NA DEFROST DATA: DEFROST TYPE DEFROSTS PER DURATION TIME TERMINATION TEMP PUMP OUT DRIP TIME TERMINATION TEMP SENSOR DEFROST WATER DAY (MIN) (OF) (MIN) (MIN) LOCATION (LB/DAY)/FT Timed-off 6 30 45 NA NA SEE NOTES BELOW 6.15 NOTES: VALVE INFORMATION: 1.Energy of kWh per Day/per foot based on shelf/peg configuration. 2.Bottom Piping CASE SPORLAN VALVE SIZE 3.Termination Temperature Sensor is located on the elbow tube of the coil on customer left,20"from end panel LENGTH (S3C controller option). 4.End panel thickness is 1"per panel. 8 SPW 4 12' SPW-5 2 O 1 / RD1069.652_UNITIZED SELF-SERVICE MULTI-DECK OE ARCH MECH ELEC REFR MECH CONST OWNER 4/18/2022 COMPLIANT REVIEWED I REVIEWED REVIEWED REVIEWED V-APR V-APR PDSMT# 04129116 REACH-IN MERCHANDISER (SELF-CONTAINED)-2 DOOR RD8045.443 AIA# TRUE MANUFACTURING CO., INC. Project Name: ® U.S.A FOODSERVICE DIVISION Location: 2001 East Terra Lane•O'Fallon,Missouri 63366-4434•(636)240-2400 Item #: Qty.- SIS# Fax(636)272-2408•Toll Free(800)325-6152•Intl Fax#(001)636-272-7546 Parts Dept.(800)424-TRUE•Parts Dept.Fax#(636)272-9471 •www.truemfg.com Model#: Model: Visual Merchandiser: TVM-48SL-HC�VM01Slim Line RefrigeratorHydrocarbon Refrigerant- TVM-48SL-HC-VM01 The world's#1 manufacturer of glass door merchandisers. Factory engineered,self-contained, capillary tube system using t environmentally friendly R290 hydro carbon refrigerant that has zero(0)ozone depletion potential(ODP),&three(3) global warming potential(GWP). High capacity,factory balanced refrigeration system that maintains cabinet temperatures of 33°F to 38°F (.5°C to 3.3°C)for the best in food preservation. Exterior-non-peel or chip black powder coated;durable and permanent. Interior-attractive,NSF approved,white aluminum interior liner with stainless steel floor. j Self closing doors. ii Eight(8)adjustable,cantilever shelves. 3„T= pP UN ON ON Glass door assemblies with low profile ' _ �a door frame. LED interior lighting provides more even lighting throughout the cabinet.Safety shielded. s E7 ICI s Entire cabinet structure is foamed-in- place using a high density,polyurethane insulation that has zero ozone depletion potential(ODP)and zero global warming potential(GWP). Bottom mounted units feature "No stoop'lower shelf to maximize product visibility. Storage on top of cabinet. Easily accessible condenser coil for cleaning. ROUGH-IN DATA Specifications subject to change without notice. Chart dimensions rounded up to the nearest1l/E"(millimeters rounded up to next whole number). Cabinet Dimensions (inches) Cord Crated (mm) Length Weight NEMA (total ft.) (lbs.) Model Doors Shelves W Dt H HP Voltage Amps Config. (total m) (kg) TVM-48SL-HC—VM01 2 8 471/8 243/8 783/4 1/2 115/60/1 10.8 5-15P 10 600 1197 620 2001 1/2 230-240/50/1 4.9 ♦ 3.35 273 t Depth does not include 13/4"(45 mm)for door handles. ♦ Plug type varies by country. t Depth does not include 1"(26 mm)for rear bumpers. 5 / APPROVALS: AVAILABLE AT �MANO YEAR U` �$ ® �natural NNVAT/ONE O refrigerant 6/18 Printed in U.S.A. RD8045.443_REACH-IN MERCHANDISER(SELF-CONTAINED)-2 DOOR REACH-IN MERCHANDISER (SELF-CONTAINED)-2 DOOR RD8045.443 Model: • TVM-48SL-HC—VM01 •" • ' •• STANDARD FEATURES DESIGN Insulation-entire cabinet structure is ELECTRICAL • True's commitment to using the highest foamed-in-place using a high density, Unit completely pre-wired at factory and quality materials and factory balanced polyurethane insulation that has zero ozone ready for final connection to a 115/60/1 refrigeration systems provides the user depletion potential(ODP)and zero global phase,15 amp dedicated outlet.Cord and with colder product temperatures,and warming potential(GWP). plug set included. lower utility costs in an attractive visual Welded,heavy duty steel frame rail,black • 115/60/1 merchandiser that brilliantly displays powder coated for corrosion protection. ' NEMA-5-15R packaged food and beverages. Frame rail fitted with leg levelers. REFRIGERATION SYSTEM Illuminated exterior sign panel.Variety of • Factory engineered,self-contained,capillary sign options available. RECOMMENDED OPERATING tube system using environmentally friendly DOORS CONDITIONS R290 hydrocarbon refrigerant that has zero • Glass door assemblies with low profile door Designed to operate an environment (0)ozone depletion potential(ODP),&three frame. where temperature and humidity(3)global warming potential(GWP). • Each door fitted with 12"(305 mm)long not exceed 80°F(27°C)and 55%relative • High capacity,factory balanced refrigeration handle. humidity. system that maintains cabinet temperatures • Self closing doors. OPTIONAL FEATURES/ACCESSORIES of 33°F to 38°F(.5°C to 3.3°C)for the best in SHELVING Upcharge and lead times may apply. food preservation. • Eight(8)adjustable,cantilever shelves. ❑White exterior • State of the art,electronically commutated . Shelf support pilasters made of same ❑Stainless exterior evaporator and condenser fan motors.ECM material as cabinet interior;shelves are ❑6"(153 mm)standard legs motors operate at higher peak efficiencies adjustable on 1"(26 mm)increments. ❑6"(153 mm)seismic/flanged legs and move a more consistent volume of air LIGHTING ❑4"(102 mm)diameter castors which produces less heat,reduces energy ❑White exterior LED interior lighting provides more even ❑Stainless exterior consumption and provides greater motor lighting g htin throughout the cabinet.Safety reliability. ❑Black interior • Bottom mounted condensing unit shielded. ❑Stainless steel interior MODEL FEATURES ❑Floor rack positioned for easy es maintenance.b "No stoop" . Evaporator is epoxy coated to eliminate the ❑Additional shelves lower shelf maximizes visibility by raising potential of corrosion. ❑pricing strips merchandised product to higher level. . See our website www.truemfg.com for latest CABINET CONSTRUCTION color and sign offerings. • Exterior-non-peel or chip black powder Convenient clean-out drain built in cabinet coated;durable and permanent. floor. • Interior-attractive,NSF approved,white Listed under NSF/ANSI Standard 7 for the aluminum liner with stainless steel floor. storage and/or display of packaged or bottled product. PLAN VIEW 273/4 [704mm] 11/2" 257/32' I.� 471/8 [38mm1 [641mm] [26mm1 [119]mm] O O 41/2" ° 78 23/32" [1181 mm] [2000mm] 201/4" [5I Smm] 1 WARRANTY METRIC DIMENSIONS ROUNDED UP TO THE Three year warranty on all parts NEAREST WHOLE MILLIMETER y)Ah Model Elevation Right Plan 3D Back and labor and an additional 2 year KCL_ warranty on compressor. SPECIFICATIONS SUBJECT TO CHANGE v TVM-48SL-HC-VM01 (U.S.A.only) WITHOUT NOTICE TRUE MANUFACTURING CO., INC. 2001 East Terra Lane•O'Fallon,Missouri 63366-4434•(636)240-2400•Fax(636)272-2408•Toll Free(800)325-6152•Intl.Fax#(001)636-272-7546•www.truemfg.com RD8045.443_REACH-IN MERCHANDISER(SELF-CONTAINED)-2 DOOR MULTI-DECK ISLAND CENTER ETA �S HUSSMANN-IMX5C-SVO RDC 1077.542 Y4\M001N 4NOai\1TT11MFCi1 aDdt C4Y CYNNFa 40 1/a Intertek Intertek �` (1419) 351,4 481/8 723/16 961/4 1443/9 3 114 896 (1222) (1834) (2445) (3667) 8116 1 0 0 f3ad4 rf • C] E ILEAEERN, 3 6 �' ONE END ONII � r� 67 3.8 1711 1 •p 1 ',I`� � 11 1 23 s,a 21 3J 27 L8 REFRID 2694 , 3 3,8 14158 600 5N 694 (8TU FEED) -0 86 1 1 1 _DRUNO RACEWAY C E AT I 'oN a0.EC Tu FEED 1 _ 8 r t2 203 u�1� DID C11fYJ JOS 12 � _ MIOENFpon 303 onuN LOCATION Omuta= 14 12 BNABNcuaRD LOCATION Drain Size 1-1/2" aT va 1 359 REFERENCE uNE (1711) SECTION PLAN APPLICATION: Dairy/Deli - AVERAGE PRODUCT TEMP(°F) 38 ENERGY DATA CDECO (ACTUAL) CDECO TDA(ft�)/ft USABLE CUBE(ft3)/ft (kWh/day)/ft (DOE LIMIT) j (kWh/day)/ft /- 3.4 3.79 2.37-2.56 2.51-3.30 REFRIGERATED CASE DATA(CO2): DISCHARGE AIR CASE LENGTH EVAP SUPERHEAT CAPACITY CAPACITY ESTIMATED CONVENTIONAL PARALLEL TEMP VELOCITY FAN SPEED REF CHARGE (MBH) (MBH) TEMP(°F) (°F) (fpm) (rpm) SETPOINT(°F) (LB) 4 5328 4440 25 32 225-250 1550 6 1 5 6660 5550 25 32 225-250 1550 6 1.2 6 7992 6660 25 32 225-250 1550 6 1.4 8 10656 8880 25 32 225-250 1550 6 2 10 13320 11100 25 32 225-250 1550 6 2.5 12 15984 13320 25 32 225-250 1550 6 2.9 ELECTRICAL DATA: FANS(120Volt/1 0) LAMP TYPE(120Volt/1 0) CASE LENGTH #FANS/ SHELF LIGHTS CASE FAN TYPE CANOPY LIGHTS NOSE LIGHTS (4 ROWS) TOTAL LIGHTS AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS 4 1 0.3 8 0.23 27 n/a n/a 0.36 41 0.59 68 5 1 0.3 8 0.3 34 n/a n/a 0.45 52 0.75 86 6 2 0.6 16 0.34 39 n/a n/a 0.54 62 0.87 101 8 2 0.6 16 0.47 54 n/a n/a 0.72 82 1.18 136 10 2 0.6 16 0.59 68 +__n/a n/a 0.9 104 1.49 172 12 3 0.9 24 0.7 81 n/a n/a 1.07 124 1.78 205 ANTI-SWEAT HEATER DRAIN PAN HEATER DEFROST HEATER CASELENGTH OR DOOR# AMPS WATTS AMPS WATTS AMPS WATTS ALL n/a n/a n/a n/a n/a n/a DEFROST DATA: DEFROST TYPE DEFROSTS PER DURATION TIME TERMINATION TEMP PUMP OUT DRIP TIME TERMINATION TEMP SENSOR DEFROST WATER DAY (MIN) (°F) (MIN) (MIN) LOCATION (LB/DAY)/FT Off Time 6 20 52 n/a n/a coil 7.5 NOTES: VALVE INFORMATION: 1.Energy of kWh per Day/per foot based on 4 rows shelf configuration. 2.RATING CONDITION IS NSF TYPE I,75°F/55%RH. CASE Electronic Expansion Valve 3.Thermal/Electrical Data are per side LENGTH OT 4.EEV sizing based on Sporlan components 4 1 SPW SER 1 SPW-1 SER-AA 5 1 SPW-1 SER-AA 6 2 SPW-1 SER-AA 8 2 SPW-1 SER-AA 10 2 SPW-1 SER-AA 12 3 1 SPW-1 I SER-AA IDOE 2017 Ad RDC1077.542_MULTI-DECK ISLAND CENTER 6/24/2021 Energy Efficient ARCH MECH ELEC REFR MECH CONST OWNER Compliant REVIEWED I REVIEWED I REVIEWED REVIEWED PDSMT# 04107121 MULTI-DECK ISLAND END �\ 1�• c 11� us HUSSMANN—IMX5E5—SVO RDC 1078.542 _ Intertek Intertek t~ � Interior Width Dimension-60" ,10 r 54(137z) cur 1 77/8 23 sm (454) ( ) R.,Hg • n ��a 28rre O ; �10" pa4) Doubt Drip Drain Size:1-1/2" fi31!' �rya� ----- ewe Kickplate/Splashguard x.eew.. �ounox (eti9) �5 67 os 1 (401) 21r)j ox.w1�oewnox 1 77M 153M 1455) (401) SECTION PLAN APPLICATION: Dairy/Deli AVERAGE PRODUCT TEMP(°F) �::38 ENERGY DATA CDECO (ACTUAL) CDECO TDA(ft')/ft USABLE CUBE(ft')/ft (kWh/day)/ft (DOE LIMIT) (kWh/day)/ft 3.4 3.79 2.37 2.88 REFRIGERATED CASE DATA CO2: DISCHARGE AIR CASE LENGTH CAPACITY CAPACITY EVAP SUPERHEAT ESTIMATED CONVENTIONAL PARALLEL SETPOINT(°F)TEMP VELOCITY FAN SPEED REF CHARGE (BTU/HR) (BTU/HR) TEMP(°F) (°F) (fpm) (rpm) (LB) 5 6660 5550 25 32 225-250 1550 6 1.2 ELECTRICAL DATA: FANS(120Volt/10) LAMP TYPE(120Volt/10) CASE LENGTH #FANS/ SHELF LIGHTS CASE FAN TYPE CANOPY LIGHTS NOSE LIGHTS 4 ROWS TOTAL LIGHTS AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS 5 1 0.3 8 0.3 34 n/a n/a 0.45 52 0.75 86 ANTI-SWEAT HEATER DRAIN PAN HEATER DEFROST HEATER CASELENGTH OR DOOR# AMPS WATTS AMPS WATTS AMPS WATTS ALL n/a n/a n/a n/a n/a n/a DEFROST DATA: DEFROST TYPE DEFROSTS PER DURATION TIME TERMINATION TEMP PUMP OUT DRIP TIME TERMINATION TEMP SENSOR DEFROST WATER DAY (MIN) (°F) (MIN) (MIN) LOCATION (LB/DAY)/FT Off Time 6 20 52 n/a n/a coil 7.5 NOTES: VALVE INFORMATION: 1.Energy of kWh per Day/per foot based on 4 rows shelf configuration. 2.RATING CONDITION IS NSF TYPE I,750F/55%RH. CASE Electronic Expansion Valve 3.EEV sizing based on Sporlan components LENGTH 4.This case is not shipped unitized O 1 SPW SER 5 1 SPW-1 SER-AA DOE 2017 RDC1078.542_MULTI-DECK ISLAND END 6/24/2021 Energy Efficiency ARCH MECH ELEC REFR MECH CONST OWNER Compliant REVIEWED I REVIEWED REVIEWED REVIEWED I I PDSMT# 04107121 �c @uS 3DS CAKE WITH SHELF LIGHTS RS1018.851 LISTED KYSOR/WARREN-BX3LN-SVO L H 1-1 1 off Udk 3 -� 2 124(36) 35452\� snrew29 2935 24(36) 391 43 � 18 � 42 NU �i 3 eawue EIEOIRM:AL•CCEBB POINT 74 R 1 1 1 cONNE=R 72 48-1/8(72-1/4) IhTTN TRM RNN1T OR LEFn 96-1/4(144-1/2) -" �K�.e ernNoam NIC.PurE LotnnoNRunNUMI SECTION PLAN APPLICATION: IBAKERY DESIGN PRODUCT TEMP(°F) 38 ENERGY DATA ENERGY DATA CASE LENGTH TDA(ft')/ft USABLE CUBE(ftS)/ft CD(kW (ACTUAL) (DOE LIMIT) Y a kWh/day)/ft (kWh/day)/ft 4 FT 2.88 4.57 2.84 N/A 6 FT 2.88 4.57 3.17 N/A - -- 8 FT 2.88 1 4.57 2.83 N/A 12 FT 2.88 1 4.57 3.15 N/A REFRIGERATED CASE DATA SECONDARY: PROPYLENE GLYCOL DISCHARGE AIR LIQUID OVERFEED CO2 W LL w O U�2 a°✓ W H Z W CASE LENGTH ¢¢m ¢a J TEMP VELOCITY FAN SPEED ¢w N AVG REF a.w >2 a �a O U¢a V w a y a J J (0F) (fpm) (rpm) V m U)a CHARGE(LB) wli 3 a. Of aw OU U Of of aof 4 FT 3444 260F 25 35 1.9 3.9 1.2 310F 170 900 2 4 4 6 FT 5166 260F 25 35 2.8 13.4 1. 31°F 170 900 2 6 6 8 FT 6888 260F 25 35 3.7 3.9 722.4 310F 170 900 2 4 8 12 FT 10332 26°F 25 35 5.6 13.4 3.44 31°F 170 900 2 6 10 ELECTRICAL DATA: FANS(115 Volt) LAMP TYPE(T8 115 Volt) CASE LENGTH SHELF LIGHTS #FANS/ ECM CANOPY LIGHTS NOSE LIGHTS 2 ROWS TOTAL LIGHTS CASE AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS 4 FT 1 0.04 3 0.25 32 N/A N/A 0.50 64 0.75 96 6 FT 2 0.08 6 0.44 50 N/A N/A 0.88 100 1.32 150 8 FT 2 0.08 6 0.50 64 N/A N/A 1.00 128 1.50 192 12 FT 4 0.16 12 0.75 96 N/A N/A 1.50 192 2.25 288 ANTI-SWEAT HEATER DRAIN PAN HEATER DEFROST HEATER CASELENGTH (NOTAPPLICABLE) (NOTAPPLICABLE) (NOTAPPLICABLE) AMPS WATTS AMPS WATTS AMPS WATTS 4 FT N/A N/A N/A N/A N/A N/A 6 FT N/A N/A N/A N/A N/A N/A 8 FT N/A N/A N/A N/A N/A N/A 12 FT N/A N/A N/A N/A N/A N/A DEFROST DATA: DEFROST TYPE DEFROSTS DURATION TIME TERMINATION TEMP PUMP OUT DRIP TIME TERMINATION TEMP SENSOR DEFROST WATER PER DAY (MIN) (°F) (MIN) (MIN) LOCATION (LB/DAY)/FT OFF CYCLE 6 35 50°F 0 N/A DAT 5 NOTES: VALVE INFORMATION: *Add 1-1/2"for end wall. Energy of kWh per Day/per foot based on shelf configuration listed above. CASE Solenoid Valve LENGTH OR DOOR# Size Voltage 4 5/8 120 vac 6 5/8 120 vac 8 5/8 120 vac 12 5/8 120 vac RS1018.851_3DS CAKE WITH SHELF LIGHTS ARCH MECH ELEC REFR MECH CONST OWNER 9/11/2013 UL REACH-IN(FRENCH DOORS) RS3007.042 45"SOWWARREN-DX6LD-VCT 3' TOP REFRIGERATION PIPING (OPTIONAL) ELECTRICAL ACCESS 23 BOTTOM POINT REFRIGERATION as PENETRATION 12 43 is 3 CONTROLLERI ntroftr EXTENDED KICKPLATE BLIMPER- DRAIN CONNECTION .jWjjj 1 J"TRAP LEFT OR RIGHT)2j SECTION PLAN APPLICATION: jDairy,Deli,Beer AVERAGE PRODUCT TEMP(-F) jr ENERGY DATA L CDECO (ACTUAL) CDECO TDA(ft2)/ft USABLE CUBE(ft')/ft (DOE LIMIT) (kWh/day)/ft (kWh/day)/ft 4.94 12.4 N/A N/A REFRIGERATED CASE DATA(SECONDARY): PROPYLENE GLYCOL DISCHARGE AIR LIQUID OVERFEED CO2 w o W CL > 0 w Z 2 0 D uj S 2 COIL LD w S DOOR# a. w w w TEMP VELOCITY FAN SPEED 2 w L�L of Fn 31 TEMP w < Lu D(L (IF) (fpm) (rpm) LL W 0 LL W 0 ('F) Lu 0 Z > '0 W 0 0 0<w 0 0 CL w Of w = < M 0 < Of 1 5< w C, < 0- L)� - <co 1 (9 a. 0 L)0 L) L 2 Q_ 0 1 4FT/2DOORS 1240 13 1 20 1 33 1 0.217 0.50 35 0.3 1.3 1 34 1 225-325 1 1900 1 N/A I N/A N/A N/A N/A 6FT/3DOORS 1860 13 20 33 0.325 0.50 35 0.8 1.93 34 225-325 1900 N/A N/A N/A_ N/A NIA 8FT/4DOORS 2480 13 20 33 0.434 0.50 35 0.3 2.6 34 225-325 1900 N/A N/A N/A N/A N/A 12FT/6DOORS 3720 13 20 33 0.65 0.75 35 0.8 3.86 34 225-325 1900 N/A N/A N/A N/A NIA ELECTRICAL DATA: (DOOR TYPE-IF FANS(115 Volt) LED(115 Volt) APPLICABLE) DOOR# SHELF LIGHTS #FANS/ ECM MULLION LIGHTS NOSE LIGHTS (QTY ROWS) TOTAL LIGHTS CASE AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS 4FT/2DOORS 1 0.14 14.8 0.26 30 N/A N/A NIA N/A 0.26 30 6FT/3DOORS 2 0.28 29.6 0.47 54 N/A N/A NIA N/A 0.47 54 8FT/4DOORS 2 0.28 29.6 0.47 54 N/A N/A NIA N/A 0.47 54 12FT/6DOORS 4 0.56 59.2 0.68 78 N/A N/A NIA NIA 0.68 78 ANTI-SWEAT HEATER DRAIN PAN HEATER DEFROST HEATER DOOR# (XXX/O Volt/Phase) (XXX/O Volt/Phase) (XXX/O Volt/Phase) AMPS WATTS AMPS WATTS AMPS WATTS 4FT/2DOORS N/A NIA N/A N/A N/A NIA 6FT/3DOORS NIA N/A NIA N/A N/A NIA 8FT/4DOORS NIA N/A N/A N/A N/A NIA 12FT/6DOORS NIA N/A NIA N/A N/A NIA DEFROST DATA: DURATION DEFROSTS PER TERMINATION TEMP PUMP OUT DRIP TIME DEFROST WATER DEFROST TYPE TIME TERMINATION TEMP SENSOR LOCATION DAY (MIN) (IF) (MIN) (MIN) (LB/DAY)/FT OFF-CYCLE 3 35 47 N/A N/A DAT NIA NOTES: VALVE INFORMATION: 1.ADD 2"FOR EACH END PANEL TO THE TOTAL WIDTH OF THE CASE 2.Can be top and bottom Piped. DOOR# Solenoid Valve Size Voltage 4FT/2DOORS 5/8 PER PLAN 6FT/3DOORS 5/8 PER PLAN ORS 5/8 PER PLAN 12FT/6DOORS 5/8 PER PLAN DOE 2011 RS3007.042_REACH-IN(FRENCH DOORS) 8/12/2024 Energy Efficie ARCH MECH ELEC REFIR MECH CONST OWNER Compliant REVIEWED REVIEWED REVIEWED REVIEWED PDSMT# 10113123 u` VREAR LOAD REACH-IN(FRENCH DOORS) RS3026.042 KYSORMARREN—DRIBLD—VCT �Zt6 R of AR OP(RN TOP NEFPoOER TION NPNC fOP1fON11l) L 21 3 576 a.� "`1E 02 80 ELECTRICAL Bottom24 - REFRIGIRATION a 1 - )- BUMPER DRAIN CONNECTION EXTENDED KICKPLATE (1NfTH 1 T R RAP RIGHT O 1 la DoorlA6 1 (6 Door)-lM SECTION PLAN APPLICATION: DAIRY AVERAGE PRODUCT TEMP(°F) 38 ENERGY DATA 1 a i a' TDA(ft2)/ft USABLE CUBE(ft')/ft CDECO (ACTUAL) CDECO (kWh/day)/ft (DOE LIMIT) • • A (kWh/day)/ft 4.75 11.24 0.053 0.87 REFRIGERATED CASE DATA(SECONDARY): PROPYLENE GLYCOL DISCHARGE AIR LIQUID OVERFEED CO2 W o CASE LENGTH& uj _ a p _ w Z z U ¢ p g COIL O p NUMBER OF ¢ W F U > H -j W p TEMP VELOCITY FAN SPEED W _ m DOORS Q ¢ 00 W ¢ W ja J F fm rm TEMP ¢ coJOm � ww U a w qa Z o cn" o (° ) (P ) (rpm) (oF) j w V a c7 LLo W H J� OFg � � U W O _j OF (/JCQ H W O 0 a ? o°L c¢>u pm � c9 C� ao �c9 8 FT/4 DOORS 1556 10 20 30 0.335 0.50 35 0.5 2.6 32 1 185 1400 N/A I N/A N/A N/A N/A 112FT/6DOORSI 2334 1 10 1 20 1 30 0.50 1 0.50 1 35 1 0.5 3.86 1 32 1 185 1 1400 1 N/A I N/A N/A N/A N/A ELECTRICAL DATA: (DOOR TYPE-IF FANS(115 Volt) APPLICABLE) LED(115 Volt) CASE LENGTH& NUMBER OF SHELF LIGHTS DOORS #FANS/ ECM CANOPY LIGHTS NOSE LIGHTS (QTY ROWS) TOTAL LIGHTS CASE AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS 8 FT/4 DOORS 2 0.3 23 10.4 46 N/A N/A N/A N/A 0.4 46 112FT16DOORSI 4 0.61 46 0.58 67 N/A N/A N/A N/A 0.58 67 CASE LENGTH& ANTI-SWEAT HEATER DRAIN PAN HEATER DEFROST HEATER NUMBER OF (XXX/O Volt/Phase) (XXX/O Volt/Phase) (XXX/O Volt/Phase) DOORS AMPS WATTS AMPS WATTS AMPS WATTS 8 FT 14 DOORS N/A N/A N/A N/A N/A N/A 12 FT/6 DOORS N/A N/A N/A N/A N/A N/A DEFROST DATA: DEFROSTS PER DURATION TERMINATION TEMP PUMP OUT DRIP TIME DEFROST WATER DEFROST TYPE DAY TIME (°F) (MIN) (MIN) TERMINATION TEMP SENSOR LOCATION (LB/DAY)/FT (MIN) OFF CYCLE 3 35 47 N/A N/A ^^r N/A NOTES: VALVE INFORMATION: 1.Add 2" for each end wall to the length of the case. 2.Top and bottom pipping available CASE LENGTH& Solenoid Valve NUMBER OF DOORS Size Voltage 8 FT/4 DOORS 5/8 PER PLAN 12 FT/6 DOORS 5/8 PER PLAN IDOE 2017 RS3026.042_REAR LOAD REACH-IN(FRENCH DOORS) 2/7/2024 Energy Efficiency ARCH MECH ELEC REFR MECH CONST OWNER Compliant REVIEWED REVIEWED REVIEWED REVIEWED PDSMT# 10113123 MULTI-DECK RS4018.442 KYSOR/WARREN-DX6LN-VOP S O GERATION PIPING� (OPTIONAL) 2 ( i 3 C ib6l�af 66 ELECTRICAL ACCESS 29 Bottom POINT REFRIGERATION ss _ PENETRATION 2 34 2 e3 16 �31 Is/ 3 ------ ONTROLLER- 46 IN CONNECTION a T1 BUMPE > > (WITH 1}'T P LEFT OR RIGHT) EXTENDED KICKPLATE -T 4 (s•-ae 8) 12'-1 2(6'-961) SECTION PLAN APPLICATION: BEER AVERAGE PRODUCT TEMP(-F) ENERGY DATA (ACTUAL) CDECO CDECO TDA(ft2)/ft USABLE CUBE(ft-)/ft (kWh/(ACTT (DOE LIMIT) - (kWh/day)/ft = 4.68 12 2.19 3.63 REFRIGERATED CASE DATA(SECONDARY): PROPYLENE GLYCOL DISCHARGE AIR LIQUID OVERFEED CO2 w o 0 Q 2 COIL _0 Z p CASE LENGTH ¢ x a w w w U*w w O TEMP VELOCITY FAN SPEED 3 w- n o �m w I_ � � �w� LL (rm 31 TEMP O� �(n ¢¢ g ¢U qa x IL O (IF) (fpm) (rpm) LL m x a w w Ua LL U3 � 0¢�� OU �a JJ ('F) �w rnw U3 �of w ao� a �¢o�a � � o¢ � ~ a~ �0 >x 4 4782 11 1 20 1 31 1 0.94 1.00 35 1.3 1.3 35 200-300 2200 1 N/A I N/A I N/A N/A N/A 6 7173 11 20 31 1.41 1.50 35 2.8 1.93 35 200-300 2200 N/A N/A NIA N/A NIA 8 9564 11 20 31 1.87 2.00 35 2.6 2.6 35 200-300 2200 N/A N/A NIA N/A N/A 12 14346 11 20 31 2.81 3.00 35 5.6 3.86 35 200-300 2200 N/A N/A NIA NIA NIA ELECTRICAL DATA: (DOOR TYPE-IF FANS(115 Volt) LAMP TYPE(115 Volt) APPLICABLE) CASE LENGTH SHELF LIGHTS #FANS/ ECM CANOPY LIGHTS NOSE LIGHTS (QTY ROWS) TOTAL LIGHTS CASE AMPSI WATTS AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS 4 1 0.33 25 0.26 30 N/A N/A NIA N/A 0.26 30 6 2 0.67 51 0.38 44 N/A N/A N/A N/A 0.38 44 8 2 0.67 51 0.52 60 N/A N/A NIA N/A 0.52 60 12 1 4 1.34 102 0.78 90 N/A N/A NIA N/A 0.78 90 ANTI-SWEAT HEATER DRAIN PAN HEATER DEFROST HEATER CASE LENGTH (XXX/O Volt/Phase) (XXX/O Volt/Phase) (XXX/O VoIVPhase) AMPS WATTS AMPS WATTS AMPS WATTS 4 N/A NIA N/A N/A N/A N/A 6 1 NIA N/A NIA N/A N/A N/A 8 NIA N/A N/A N/A N/A N/A 12 NIA N/A NIA N/A N/A N/A DEFROST DATA: DEFROSTS PER DURATION TERMINATION TEMP PUMP OUT DRIP TIME DEFROST WATER DEFROST TYPE DAY TIME (IF) (MIN) (MIN) TERMINATION TEMP SENSOR LOCATION (LB/DAY)/FT (MIN) OFF-CYCLE 6 25 47 N/A 0 DAT 9.92 NOTES: VALVE INFORMATION: 1.ADD 1-1/2"PER END TO THE TOTAL LENGTH OF THE CASE 2.ENERGY of KWH per day per foot based on lighting configuration listed above CASE LENGTH Solenoid Valve 3.Can have top or bottom refrigeration piping Size Voltage 4 5/8" Per Plans 6 5/8" Per Plans 8 5/8.. Per Plans 12 5/r Per Plans DOE 2017 RS4018.442_MULTI-DECK 3/1/2024 Energy Efficien ARCH MECH ELEC REFR MECH CONST OWNER Compliant REVIEWED REVIEWED REVIEWED REVIEWED PDSMT# 10113123 VMULTI-DECK RS4038.352 KYSOR/WARRE N-MX5XG-VOP 421.5 _ 1 a I 3 III.IgW¢ 5 iPTIO ALOEMTION PIPING a �,1 ELECTRICAL ACCESS m BOTTOM xe `3 POINT REFRIGERATION '���11 PENETRATION "4 33 Q ie CONTROLLER 2 BUMPER EXTENDED KICKPLATE (�. DRAIN CONNECTION_'� _488 (WITH 1 g TRAP LEFT OR RIGHT) SECTION PLAN APPLICATION: IMEAT -��� .- �CfS�iA��� AVERAGE PRODUCT TEMP(-F) 35 - ENERGY DATA _ CDECO (ACTUAL) CDECO L - TDA(ft')/ft USABLE CUBE(ft-)/ft (kWh/day)/ft (DOE LIMIT) (kWh/day)/ft 4.43 9.83 3.05 3.35 REFRIGERATED CASE DATA(SECONDARY): PROPYLENE GLYCOL DISCHARGE AIR LIQUID OVERFEED CO2 J w o a. O Q COIL _p Z S m CASE LENGTH ¢ 2 w w w U�w J w TEMP VELOCITY FAN SPEED 3 w- d o �a � ~ ~ mow~ LL of 31 TEMP O03 o:U ¢¢ w g ¢U qa J a O (IF) (fpm) (rpm) J LL m O a W w Ua LL v3 � oa�� �a JJ ('F) c�iw v'w ,a it of �LL aoJa �¢oJa wx 5¢ � ~Q a~¢ itw >x ? O°� ULLL? mLL� d EL 00 UK � C ao ¢U 4 5880 6 20 1 26 2.11 2.25 35 1 3.9 1 0.095 1 28 1 200-325 1 1900 1 N/A I N/A I N/A N/A I N/A 8820 6 20 26 3.17 3.25 35 8.7 0.142 28 200-325 1900 N/A N/A N/A N/A N/A 11760 6 20 26 4.23 4.5 35 3.9 0.191 28 200-325 1900 NIA N/A N/A N/A N/A 17640 6 20 26 6.34 6.5 35 8.7 0.284 28 200-325 1900 N/A N/A N/A I NIA N/A ELECTRICAL DATA: (DOOR TYPE-IF FANS(115 Volt) LAMP TYPE(115 Volt) APPLICABLE) CASE LENGTH SHELF LIGHTS #FANS/ FAN TYPE CANOPY LIGHTS NOSE LIGHTS (3 ROWS) TOTAL LIGHTS CASE AMPSI WATTS AMPS WATTS AMPS WATTS AMPS WATTS AMPS WATTS 4 1 0.38 28.5 0.3 30 N/A N/A 0.24 24 0.54 54 6 2 0.75 57 0.44 44 N/A N/A 0.36 36 0.8 80 8 2 0.75 57 0.6 60 N/A N/A 1 0.48 48 1.08 108 12 4 1.5 114 0.9 90 N/A N/A 0.72 72 1.62 162 ANTI-SWEAT HEATER DRAIN PAN HEATER DEFROST HEATER CASE LENGTH (XXX/O Volt/Phase) (XXX/O Volt/Phase) (XXX/O VoIVPhase) AMPS WATTS AMPS WATTS AMPS WATTS 4 N/A N/A N/A N/A N/A N/A 6 1 NIA N/A NIA N/A N/A N/A 8 NIA N/A N/A N/A N/A N/A 12 NIA N/A NIA N/A N/A N/A DEFROST DATA: DEFROSTS PER DURATION TERMINATION TEMP PUMP OUT DRIP TIME DEFROST WATER DEFROST TYPE DAY TIME (IF) (MIN) (MIN) TERMINATION TEMP SENSOR LOCATION (LB/DAY)/FT (MIN) OFF-CYCLE 6 30 47 N/A 2 DAT N/A NOTES: VALVE INFORMATION: 1.ADD 1-1/2"for each end panel to the total length of the case 2.Can be configured for top and bottom fed piping CASE LENGTH Solenoid Valve Size Voltage 4 5/8 120 6 5/8 120 8 1 5/8 120 12 5/8 120 DOE 2017 RS4038.352_MULTI-DECK 8/12/2024 Energy Efficien ARCH MECH ELEC REFR MECH CONST OWNER Compliant REVIEWED REVIEWED REVIEWED REVIEWED PDSMT# 10113123 a7AI*;£d % / \ e ! / / 1.} cl / z / 4 \ \ j „ \ ! LU j .: \ \\ \ 0 % \ cc \ . . . . uc2 � . 2 > _i O 2 \ U. \ \ \/ 0 /) 0 » 4 (\ / d\ // / = LU \ \ ~ % x CD % / (§ 55 \\ / \ \ )+04 :E- VcF-55 \ °3zp ± \ ca < < �� ` k°/_ » _ §:e e = c % a g _ = 2 00VD :®FLU 0 & 2®*± * Ozg = \\ C " " ~ :(&0 ƒ f E 4 0 LU 2 2 � k " " \ §§e § § " - � < LU 2 \ / \ ± ± u // 0 LU/ \ o6\ \ 00 (D < 33 00f a dd 0 ® co © j j / 7TF z z / q = 6 6 Q / k I ^ \ \ / ® \\ / x \ \ \ c � 00 / << \ Z \\ m \\ \ ^ x � / 2 = / \ / / / V) V \}\\ < 0 y y y y " ON \ \ /} \\Zk 5 / 2 ..De Lu e , _\ Lu \ 2 \ � � 0 ! !- k / < Q§ 2 \ \ \ \ \ GEOTECHNICAL ENGINEERING REPORT intertek Walmart #3757 Extension 4010 172nd Street NE Arlington, Washington 98223 PSI Project No. 07041578 PREPARED FOR: Wal-Mart Real Estate Business Trust Bentonville, Arkansas c/o Galloway and Company Inc. Greenwood Village, Colorado August 19, 2025 BY: PROFESSIONAL SERVICE INDUSTRIES, INC. 6032 N. Cutter Circle, Suite 480 Portland, Oregon 97217 Phone: (503) 289-1778 intertekk Professional Services Industries,Inc. 6032 N.Cutter Circle,Suite 480 si Portland,OR,97217 Office—(503)289-1778 August 19, 2025 Galloway 5500 Greenwood Plaza Blvd, Suite 200 Greenwood Village, Colorado 80111 Attn: Mr. Ryan James, PE Email: ryanjames@GallowayUS.com Re: Geotechnical Engineering Report WALMART#3757 EXTENSION 4010172ND STREET NE ARLINGTON,WASHINGTON 98223 PSI Project No. 07041578 Professional Service Industries, Inc. (PSI), an Intertek Company, is pleased to submit this geotechnical engineering reportforthe referenced project. This report includesthe resultsf rom the field exploration and laboratory testing along with recommendations for use in preparation of the appropriate design and construction documents for this project. PSI appreciates the opportunity to provide this geotechnical engineering report and looks forward to continuing participation during the design and construction phases of this project.PSI also has great interest in providing materials testing and inspection services during the construction of this project and will be glad to meet with you to further discuss how we can be of assistance as the project advances. If there are questions pertaining to this report,or if PSI may be of further service,please contact us at your convenience. Respectfully submitted, Professional Services Industries, Inc. pPI3F.R 8! FW 60(74 � Hussein Hashemi Senejani, E.I.T Dana Biggerstaff, P.E. / Staff Engineer Senior Engineer Hussein.hashemisenejani@intertek.com dana.biggerstaff@intertek.com Reviewed By: Lloyd Lasher Principal Consultant Iloyd.lasher@intertek.com www.intertek.com/building On TABLE OF CONTENTS Electronic Navigation:The TOC below and Keywords are hyperlinked to sections of relevance.The Symbol will return the reader to the TOC. Page No. 1.0 Project Information.................................................................................................................1 1.1 Project Authorization............................................................................................................1 1.2 Project Description...............................................................................................................1 2.0 Site and Subsurface Conditions.................................................................................................2 2.1 Site Description....................................................................................................................2 2.2 Site Geology.........................................................................................................................2 2.3 Topography..........................................................................................................................2 2.4 Faulting...............................................................................................................................2 2.5 Field Exploration and Laboratory Testing Program...................................................................2 2.6 Subsurface Conditions...........................................................................................................3 2.7 Groundwater Information.....................................................................................................3 2.8 Seismic Design Parameters....................................................................................................4 3.0 Geotechnical Conclusions and Recommendations.......................................................................5 3.1 Geotechnical Discussion........................................................................................................5 3.2 Liquefaction Potential...........................................................................................................6 3.3 Site Preparation....................................................................................................................6 3.4 Earthwork............................................................................................................................6 3.5 Foundations.........................................................................................................................9 3.6 Floor Slabs......................................................................................................................... 10 3.7 Drainage Considerations...................................................................................................... 11 3.8 Pavement Design................................................................................................................ 11 3.9 Plan Review and Construction Observation...........................................................................13 4.0 Geotechnical Risk and Report Limitations.................................................................................14 FIELDEXPLORATION PROGRAM........................................................................................................ B LABORATORY TESTING PROGRAM AN D PROCEDU RES........................................................................ C iton FIGURES Site Vicinity Map Boring Location Plan APPENDIX A Field Exploration & Laboratory Testing Program APPENDIX B Geotechnical Engineering Fact Sheet iiLn INDEX OF TABLES Page No. Table 2.1: Generalized Soil Profile.........................................................................................................3 Table 2.2: Groundwater Levels(Depths)................................................................................................3 Table 2.3: Seismic Design Parameters....................................................................................................4 Table 3.1: Compaction Criteria and Testing Frequency............................................................................7 Table 3.2: Pavement Design Parameters.............................................................................................12 Table 3.3: Recommended Minimum Pavement Section Options............................................................12 Table 3A Recommended Minimum Rigid Pavement Section Options....................................................12 iii On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 1.0 PROJECT INFORMATION 1.1 PROJECT AUTHORIZATION Professional Service Industries,Inc.(PSI),an Intertek Company,has completed a subsurface exploration and geotechnical evaluation for the Walmart#3757 Building Expansion Project. Mr. Ryan James, representing Galloway, authorized PSI's services on 10th of April 2025 by signing PSI Proposal No.0704-447778. Mr. Sid Biddle,representing Galloway,authorized PSI's servicesforthe changed scope on 3 d ofJ my by signing Change order No. 1 in accordance with master agreement between Galloway and PSI dated January 11, 2013. 1.2 PROJECT DESCRIPTION Based on information provided by Galloway representative, Anna Betkowski, in an email titled "WMT 3757 Geotechnical Investigation Proposal"and dated March 13,2025,and an email replytitled"RE:Walmart 3757 Arlington, WA Revised Geotechnical Investigation"dated June 9, 2025, a summary of our understanding of the proposed project is provided below. PSI understands that Walmart is planning to expand the existing Walmart Store #3575 at the above- mentioned address.The proposed construction will consist of one-storystructure annexed to the north side of the existing building.In accordancewith the Walmart Geotechnical Investigation Specification and Report Requirements dated 9/25/18,PSI anticipates typica I structural loading on interiorcolumns to be 85 kips,the estimated maximum gravity load that may occasionally occur due to severe live loading is 150 kips,the maximum column upliftforcesfrom wind is estimated at 30 kips,the estimated typical exterior column gravity load is 50 kips,the concrete masonry wall gravity loads range from 1.5 to 2.0 kips/lineal foot for non-load- bearing walls and 4to 6 kips/lineal foot for load-bearing walls, estimated maximum uniform floor slab live load is 125 psf,and estimated maximum floor slab concentrated load is 5.0 kips.Traffic loading information consists of a pavement section being constructed with a 20-year design lifewith an equivalent traffic loading condition of 109,500 ESALs for light-duty pavements and 335,800 ESALs for heavy-duty pavements. Per the provided site plan forthe change order,Galloway revisedthe expansion scopefrom the northeast sideto the north side of the building.The revised planned expansion includes a one-story annex(approx.3,340 sf) to accommodate a front dispense/pickup area with associated internal walk path and pickup parking, a reconfigured garden/seasonal garden centerarea,relocation and addition of accessible(ADA)parking stalls, and minor site modifications(detention/greenspace adjustments,5-ft egress sidewalk,and utility relocations) to support the new footprint. The geotechnical recommendations presented in this report are based on the provided project information, structure locations,and the subsurface materials encountered during the field investigation. Should any of the above information or design basis made by PSI be inconsistent with the planned construction, it is requested that you contact us immediately to allow us to make any necessary modifications to this report. PSI will not be held responsible for changes to the project if not provided the opportunity to review the information and provide modifications to our recommendations. Page 1 On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 2.0 SITE AND SUBSURFACE CONDITIONS 2.1 SITE DESCRIPTION The subject property is at 4010 172"d Street NE Arlington, Washington 98223(see Figure 1—Site Location Map). The site consists of an existing Walmart Supercenterwith surrounding pavements and parking areas. The proposed addition is currently covered with asphalt pavement and concrete sidewalks. There is an area enclosed with fencing that has shelving and pallets for landscaping and garden supplies. The property is bounded by commercial development to the north,parking and 43rd Ave NE to the east,a residential communityto the south,and commercial propertiesto the west.There is a large stormwater pond located at the southwest corner of the site. 2.2 SITE GEOLOGY Based on geologic mapping of the area by Jones, M.A.(1999), PSI anticipates the surrounding geologyto consist of finerGlacial Deposits ofVashon recessional outwash deposits(Qvrf)generally containing sand and gravel with small amounts of silt and clay. 2.3 TOPOGRAPHY Based on available topographic mapping, Google Earth,and field visit, the site is generally flat with an elevation of approximately 126feet above mean sea level. 2.4 FAULTING Based on the USGS Quaternary Fault map, no faults traversing the site within a 10 miles radius. 2.5 FIELD EXPLORATION AND LABORATORY TESTING PROGRAM To evaluatesoil conditionsatthe subject site,PSI advanced six(6)geotechnical borings.Borings B-1,B-2and B-3 were drilled with a truck-mounted CME 85 drill rig, borings B-4, B-5 and B-6 were drilled usinga track- mounted Diedrich D50 drill rig using hollow stem augers.The borings were advanced in the vicinity of the general area of the proposed addition to a depth of approximately 25 feet belowthe ground surface(bgs). Locations of the soil borings, as well as the proposed improvements, are shown in Figure 2. Sampling procedures were performed in general accordance with applicable ASTM methods(ASTM D1586, ASTM D1587, and ASTM D3550). Complete field exploration methodologies are presented in Appendix A. Samples were identified in thefield,placed in sealed containers,and transported to the laboratoryforfurther classification and testing.Atthe completion of drilling,the soil borings were backfilled with bentonite chips to match the ground surface, in accordance with permit requirements. The boring locations were selected by PSI personnel and located in the field using a recreational-grade GPS system. However,elevations of the ground surface at the boring locationswere not provided and should be surveyed by others priorto construction.The references to elevations of varioussubsurface strata are based on depths below existing grade at the time of drilling.The approximate boring locations are depicted in the Boring Location Plan provided in the Figures. PSI supplemented field exploration with a laboratory testing program to determine additional engineering characteristics of the subsurface soils encountered.The laboratory testing programwas conducted in general accordance with applicable ASTM Test Methods and is included in Appendix A. Portions of samples not altered orconsumed by laboratory testing will be discarded 30 days from the date shown on this report. Page 2 ton Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 2.6 SUBSURFACE CONDITIONS The results of the field and laboratory testing and review of existing borings at the site have been used to generalize a subsurface profile in the expansion area. The following subsurface descriptions provide a highlighted generalization of the major subsurface stratification features and material characteristics. TABLE 2.1:GENERALIZED SOIL PROFILE Stratum Top(ft) Bottom (ft) Description 1 0 =0.91 5"of Asphalt and approximately 6"of Base Course 2 =0.91 S Medium dense to Dense Poorly Graded Sand with Silt and Gravel (SP-SM) 3 = 5 Bottom Loose to Medium Dense Silty Sand (SM)or Poorly Graded Sand with Silt(SP-SM) The boring logs included in AppendixA and B should be reviewed for specific information at individual boring locations.The boring logs include soil descriptions,stratifications,locations of the samples,and field and laboratorytest data.The descriptions provided on the logsonly represent the conditions atthatactual boring location;the stratifications re present the approximate boundaries between subsurface materials.The actual transitions between strata may be more gradual and less distinct. Variations will occur and should be expected across the site. 2.7 GROUNDWATER INFORMATION Groundwater levels fluctuate seasonally as a function of rainfall, proximity to creeks, rivers and lakes,the infiltration rate of the soil,seasonal and climatic variations,and land usage.In relatively pervious soils,such as sandy soils,the indicated depths are a relatively reliable indicator of groundwater levels. In relatively impervious soils, water levels observed in the borings may not provide a reliable indication of groundwater elevations, even afterseveral days. If a detailed water level evaluation is required, observation wells or piezometers can be installed at the site to monitor water levels. Water level measurements were performed during drilling and after completion of drilling. Specific information concerning groundwater is noted on each boring log presented in the Appendix of this report. The groundwater measurements are summarized in the following table. TABLE 2.2:GROUNDWATER LEVELS(DEPTHS) Observed Boring Groundwater Depth Designation upon Boring Completion(feet) 61 10 B2 9 B3 10 B4 13 B5 13 B6 13 Page 3 On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 The groundwater levels presented in this reportwere measured at the completion of each soil boring.The soil borings were backfilled and patched upon completion for safety reasons so delayed groundwater measurements were not obtained. The contractor should determine the actual groundwater levels at the site before construction activities begin, as needed. 2.8 SEISMIC DESIGN PARAMETERS We understand that the project is governed by the International Building Code(I BC),2021 edition.As part of this code,the design of structures must consider dynamicforces resulting from seismic events.These forces are dependent upon the magnitude ofthe earthquake eventas well asthe propertiesofthesoils that underlie the site. As partof the procedureto evaluate seismic forces,the code requiresthe evaluation of the Seismic Site Class, which categorizes the site based uponthe characteristics of the subsurface profilewithin the upper 100feet of the ground surface. Our boring extended to a depth of approximately 25 feet bgl, but to define the Site Class for this project, we have interpreted the results of soil test borings drilled within the project site and estimated appropriate soil properties below the base of the borings to a depth of 100 feet as permitted by the code. The estimated soil properties were based upon the soils encountered at the site,data available in published geologic reports, and our experience with subsurface conditions in the general site area. Based upon our evaluation,the subsurface conditions at the site are consiste nt with the characteristics of a Site Class"D"as defined in Chapter 20.3.3 of the ASCE 7-16.The associated probabilistic ground accele ration values and site coefficients for the general site area were obtained from the USGSgeohazards web page (https://seismicmaps.org/) using the ASCE 7-16 option and are presented in the table below. TABLE 2.3:SEISMIC DESIGN PARAMETERS Mapped MCE Spectral Adjusted MCER Design Spectral Period(sec) Response Acceleration(g) Site Coefficients Spectral Response Response Acceleration(g) Acceleration(g) 0.2 Ss 1.066 Fp 1.074 SM5 1.145 Sos 0.763 1.0 Si 0.380 F 1.920* 1 Smi 0.730* Sos 0.486* 2% Probability of Exceedance in 50 years for Latitude, Longitude:48.15109%-122.175068' MCER=Maximum Considered Earthquake *Conditional,see 11.4.8 in ASCE 7-16,see supplement 3 The Site Coefficients referring to ASCE 7-16 Section 11.4.7&11.4.8 require the structural engineer to apply appropriate calculations as needed. Design of structures should comply with the requirements of the governing justification's building codes and standard practices of the Structural Engineering Association of Washington. Page 4 On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 3.0 GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS 3.1 GEOTECHNICAL DISCUSSION As the site has been developed,previously placedfill may be present,particularly around the existing building. In the absence of as-built documentation or compaction records,it is difficult to definitively characterizethe extent, uniformity,or quality of this fill. Gravel was noted in the soil samples to depths of approximately 5 feet below existing grade indicatingthis material may have been disturbed or placed during development of thesite. No other deleterious materials were observed during drilling,and the field and lab data suggest that the materials withinthe proposed building footprint are generally suitable for supportof newfoundations.It is likely these materials were placed with the intent of structural support of foundations, pavements and slabs. Relying on undocumented fill forstructural support inherently carriessome risk,however;the results of our subsurface exploration suggest this riskis relatively low.If unsuitable materials are encountered during site preparation orexcavations,over-excavation and replacement with properlycompacted structural fill may be required.The owner should carry a contingency for removal and replacement of unsuitable soils. If this level of risk is unacceptable,full removal and replacement of previously placed fill should be considered. Foundations should bear on well-compacted structural fill and should be observed in the field by qualified geotechnical personnelto confirm bearing suitability.All foundations should be placed on uniform materials to reduce the potential for differential movement. To address near-surface variability and improve support for slabsand pavements,a minimumof24inchesof compacted structuralfill should be placed belowall slab-on-grade sections,unless competent native soils are approved in the field.For pavement sections, a minimum of 8 inches of crushed rock base should be used beneath asphalt concrete surfacing,consistent with the recommendations in Section 3.7.Structural fill should be placed in accordance with Section 3.3 of this report. This report does not evaluate how the proposed construction may affect the existing structure or its foundations.We were not provided with as-built drawings,and the type and depth of the existingfou ndations are unknown.Construction adjacent to existing buildings can cause vibrations or ground movementthatmay affect the structure or occupants.Newfoundationsconstructed near existing ones should bearatornearthe same elevation to reduce the risk of differential movement. We assume the proposed addition will be structurally independent of the existing structure to the extent possible and will not impose significant new loads on existing foundation elements.The structural engineer should review and address any interaction between foundation systems as part of the final design. Care should be taken during excavation and compaction near the existing building.This may include using thinner lifts and operating compaction equipment in static mode nearthe structure.Excavations adjacentto the existing footings should be limited to short lengths (typically less than 8 feet).Shoring or protective measures,if needed,should be designed by a licensed professional engineer,and made the responsibilkyof the contractor. The following geotechnical design recommendations have been developed based on the previously described project characteristics and subsurface conditions encountered. The proposed construction should be performed in accordance with these recommendations and the applicable building code, and local governmental standards which h a ve j urisdiction over this project. If there are changes in the project criteria, PSI should be retained to determine if modifications in the recommendations will be required. The findingsof such a review would be presented in a supplemental report Once final design plans and specifications are available,a general reviewby PSI is recommended to confirm thatthe conditions anticipatedin preparing this geotechnical report are consistent with the earthworkand foundation recommendations contained within the construction documents. Page 5 On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 3.2 LIQUEFACTION POTENTIAL Soil liquefaction and seismically induced settlement typically occur in saturated loose to medium dense cohesion less soils;and in clays and silts with low plasticity indexes and with moistures neartheir liquid limits, due to cyclic softening where the groundwater is relatively shallow(within 50 feet of the ground surface). During an earthquake,ground shaking causes a rapid increase in the porewater pressure within the soil mass under undrained conditions.Thegeneration of excess porewater pressures causesa corresponding decrease in the soil's effective stress, which can result in a sudden loss of soil bearing strength and ground surface settlement within the liquefied(and softened) soil layers. Soil liquefaction potential is generally affected by soil types, groundwater depth,mineral content,ground acceleration, duration of shaking, and frequency content of the earthquake ground motion, among other factors. Based on the geologic map of Washington state,USGS source,the potential forsoil liquefaction susceptibility at subject site is low to moderate.Based on the subsurface informationwe collected it is ouropinion thatthe potential for soil liquefaction at this site is low. 3.3 SITE PREPARATION The proposed building pad and new pavement areas should be stripped and grubbed of any existing pavements, construction debris,trash,vegetation,organic laden materials, and other structures in conflict with the proposed construction a minimum 5feet outside the structural and pavement limits. Existing utilities within the proposed addition footprint should be rerouted and removed. Any abandoned utilities tore main should be grout filled or otherwise treated to prevent erosion or mitigation of soils from below proposed slabs and pavements. Depressions or low areas resulting from stripping and grubbing should be backfilled with approved soil and compacted in accordance with the recommendations presented in this report. During and following stripping and rough grading, the contractor should protect the subgrade from disturbance by construction traffic.The use of trackhoes equipped with smooth-edged buckets in lieu of scrapers for excavation tendsto minimize the potential of subgrade disturbance.Also,the contractor should plan the earthwork operations such that heavy construction traffic is not permitted on the exposed subgrade. Placementof structural fill concurrentlywith excavation is appropriate for this purpose.Exposed soils should be periodically evaluated by a geotechnical engineer during earthworkto detect any loose,soft,or disturbed areas that will require over excavation and replacement with structural fill. 3.4 EARTHWORK 3.4.1 SUBGRADE Following site preparation and rough grading, the newly exposed subgrades in site improvement areas intended for structures and pavements should be approved by the geotechnical engineer prior to fill placement.These exposed su bgrades should becompacted to a minimumof 95 percent ofthe maximum dry density within 3 percent of the optimum moisture content,as determined in accordance with ASTM D698 and the suitability of the subgrade would be verified by the geotechnical engineer's representative.The purpose is to detect the existence of marginal or loose near-surface materials or unsuitable soils that may require undercutting.Areas which cannot be densified in-place, should be excavated to suitable soils and backfilled with structural fill or mitigated as directed by the geotechnical engineer. Page 6 On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 3.4.2 PROOF ROLLING Following site preparation and over-excavation,the newly exposed subgrades in site improvement areas intended for structures and pavements should be approved by the geotechnical engineer prior to fill placement.These exposed subgrades should compacted in the presence of the PSI field representative. The purpose ofthe proof rolling is to detectthe existence of marginal or loose near-surface materials or unsuitable soils that may require undercutting and to prepare a stable surface upon which to place newf ill,foundations, slabs or pavements.Areas which deflect,rut or pump excessively during proof rolling,and which cannot de densified in-place, should be excavated to suitable soils and backfilled with structural fill or mitigated as directed bythe geotechnical engineer.Proof rollingshould not be performed on saturated,frozen orduring wet weather conditions.The soil exposed at the base of excavations should be compacted to provide a firm surface as indicated during observation by PSI. 3.4.3 STRUCTURAL FILL 3.4.3.1 GENERAL All fill within proposed building,pavement,slabs and sidewalk areasshould be placed as compacted structural fill.All structural fill mate rials should be compacted per table below. Coarse granular fill should be compacted until to a firm and unyielding condition.No brush,roots,construction debris, or other deleterious material should be placed within the structural fills.The earthwork contractor's compactive effort should be evaluated on the basis of field observations, and lift thicknesses should be adjusted accordingly to meet compaction requirements. Additional information regarding specific types of fill is provided below TABLE 3.1: COMPACTION CRITERIA AND TESTING FREQUENCY Density Test Minimum Moisture Content Range Testing Material Type Method Compaction (ref.to optimum moisture content) Frequency N Minimum Maximum (min. 3 per lift) Engineered Fill(coarse-grained/ ASTM D 1557 95 -3% +3% 1 per 2,000 sf Base Rock) 3.4.3.2 GRANULAR FILL Importedgranularfill materialsshould consist of sand,gravel,orfragmental rockwith a maximumsize on the order of 4 inches and with not more than about 5% passing the No. 200 sieve (washed analysis). Material satisfying these requirements can usually be placed during periods of wet weather.The first lift of granular fill placed over a fine-grained subgrade should be about 18 in.thick and subsequent lifts about 12 inches thick when using medium- to heavy-weight vibratory rollers. Granular structural fill should be limited to a maximum size of about 1%inches when compacted with hand-operated equipment. We also recommend that liftthicknesses be limited to less than 8 inches when using hand-operated vibratory plate compactors. 3.4.3.3 DRAIN ROCK Drain rock, "capillary break" material, or "free-draining' material should have less than 2 percent passingthe No.200(75-µm)sieve(washed analysis).Examplesof these materials include%-inch to -inch or 1%-inch to%-inch, or 3-inch to 1-inch crushed rock. Page 7 On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 3.4.4 EXCAVATIONS In Federal Register,Volume54,No.209(October 1989),the United States Departmentof Labor,Occupational Safety and Health Administration(OSHA)amended its"Construction Standards for Excavations,29 CFR,part 1926, Subpart P".This document was issued to better ensure the safety of workers entering trenches or excavations.It is mandated by this federal regulation that excavations,whether they be utility trenches, basement excavation orfooting excavations,be constructed in accordance with the newOSHA guidelines.It is our understandingthat these regulations are beingstrictly enforced and if theyare not closely followedthe owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable excavationsand should shore,slope, or bench the sides of the excavationsas required to maintain stability.The contractor's"responsible person", as defined in 29 CFR Part 1926, should evaluatethe soil exposed in the excavationsas part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. We are providing this information solely as a service to our client. PSI does not assume responsibility for construction site safetyor other parties'compliance with local,state,and federal safetyor other regulations. 3.4.5 SLOPES Any permanent cut orfill slopes should not exceed 3 Horizontal to 1 Vertical(3H:1V). Excavations extending below a 1H:1V plane extending down from any adjacent footings should be shored for safety.All excavations should be inspected by a representative of the geotechnical engineer during construction to allow any modificationsto be made due to variation in the soil types.All work should beperformed in accordancewith Department of Labor Occupational Safety and Health Administration (OSHA)guidelines as described in the previous section. 3.4.6 UTILITIES Utility trenches may be backfilled with suitable onsite native soils or imported soil above the pipe zone. Trench backfill should be moisture conditioned to within Oto 4 percent abovethe optimum moisture content, compacted in 6-to 8-inch lifts to a minimum of 90 percent of the maximum dry density as determined bythe modified Proctor(ASTM D1557). In pavement areas,the top 12-inches of soil subgrade should reach a minimum of 95 percentof this Proctor.If rocks largerthan 3-inches in maximum size are encountered,they should be removed from the backfill material prior to placement in the utility trenches. Pipe zone backfill requirements should be in conformance with the requirements of the local agencies having jurisdiction but should consist of clean granular sand material or pea gravel.Jetting or flooding of utility backfill is not recommended.If smaller compaction equipmentsuch asjumpingjacksor plate compactor's are used,thinner lifts will be required to achieve compaction. Where utilities cross building perimeters, concrete or concrete slurry should be used for backfilling around the utility to prevent moisture from migrating along the utility trench and entering the building envelope. 3.4.7 FLATWORK For sidewalks orotherflatwork located adjacent to grade-supported foundations,the excavation and select fill placement operationsforthe building should extend beyond the perimeter of the building and pavements to at least the width of the adjacent sidewalk or flatwork. Any other sidewalks orflatwork not adjacent to buildings should be placed on an improved subgrade meeting or exceeding the pavement subgrade improvement methods previously recommended. Page 8 On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 Proper drainage around grade-supported sidewalks and flatwork is also very important to reduce potential movements. Elevating the sidewalks where possible and providing rapid,positive drainage away fromthem will reduce moisture variations within the underlying soils and will therefore provide valuable benefit in reducing the full magnitude of potential movements from being realized. 3.5 FOUNDATIONS In our opinion, the structural loads of the proposed development can be supported on conventional spread footing foundations constructed in accordance with the following design criteria. Additionally,PSI recommends that foundation type and bearing strata be consistent throughout a structure. New footings that are constructed forthe addition could induce settlement of the existing building,possibly causing minor cracking and cosmetic distress. Soil located within the zone of influence of existing footings should not be removed during new footing excavation without being properly shored by the contractor. When constructing footings near existing structures excavations should be limited to relatively short(less than eight-foot segments). If possible,the footing bottoms should be at or above the elevation of existing footings,to reduce the potential for undermining existing foundations. Also,to reduce cracking, new foundation elements should remain separate from existing buildings or a construction joint should be placed between the existing structure and the addition to allow for small differential settlements or movement tooccurwithoutsignificant structural damage. Placingadditional loads upon existingfoundations may cause settlement and damage to the existing structure.PSI was not provided with original building foundation drawings, and the existing foundation type and depth are unknown. We recommend the structural engineer review the existing conditions and determine whether isolation or structural connection is appropriate based on expected loads and tolerances. 3.5.1 SHALLOW FOUNDATIONS Shallow spread and continuousfootingsfoundedon native dense gravel orstructural fill of at least 24inches below lowest adjacent finished grade can be designed for an allowable soil bearing capacity of 2,500 pounds per square foot(psf). Minimum widths of 36 inchesfor column footings and 24 inches for continuous footings should be used in foundation design to reduce the possibility of a local bearing capacity failure.The above recommended allowable soil bearing capacity maybe increased by one third(%3)for short term wind and/or seismic loads. If unsuitable soils are encountered at footing excavation bottoms,the unsuitable material should be over excavated to suitable subgrade material and replaced with granular structural fill.The total width of the over excavation area beneath the design footing elevation should increase by 1 foot for each foot of over- excavation. The over excavated areas should be backfilled with Structural Fill or clean crushed rock and compacted in accordance with the Structural Fill Materials section of this report. Based on the provided loads and the recommended site preparation,we estimate that post-construction total settlementwill be less than 1 inch. Differential settlement is estimated to be lessthan % inch over a 40-foot span.These magnitudes of estimated settlements are assumed to be within tolerable limits but should be confirmed by the project architect and structural engineer. We recommend the use of a smooth-edged excavator to make the footing excavations.The foundation excavations should be observed by a representative of PSI priorto steel or concrete placementto assess that the foundation materials can support the design loads and are consistent with the materials and recommendations discussed in this report. Page 9 On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 The base frictional resistance and the passive soil resistance will counteract the horizontal loads on shallow foundations. Footings cast against natural competent soil or compacted structural fill may be designed using frictional coefficient between the concrete and soil of 0.30. An ultimate equivalent fluid pressure of 345 pounds per cubic foot(pcf) may be used to compute the ultimate passive resistance up to a depth of 5 feet. This assumes footings are cast neat against native silt or backfilled with granular structural fill. Passive resistance within the upper2feetofsoil should be neglected if the footings are placed usingform boards. If the footings are cast against competent natural soils or properly compacted fill soils and the soils above the footings are paved or consist of concrete floor slabs, the passive resistance within the upper2 feetcan be taken into account. The passive resistance of any un-compacted fill material or loose natural soils should be neglected. It is recommended that the overturning moments on the foundations be resisted by the weight of the foundation system.A minimum factor of safety of 2 should be used for sliding resistance. The uplift resistance of a shallow foundation formed in an open excavation will be limited to the weight of the foundation concrete and thesoil above it and anysustained dead load. The ultimate uplift resistancemay be based on unit weights of 115 pounds per cubicfoot(pcf)for soil and 150 pcf for concrete.Thisvalue should then be reduced byan appropriate factor ofsafetytoarrive atthe allowable uplift load.If there is a chance of submergence,the buoyant unit weights should be used. After opening, footing excavations should be observed, and concrete should be placed as quickly as possible to avoid exposure of the excavations to wetting and drying. Surface run-off water should be drained away from the excavations and not be allowed to pond within 20 feet of the open excavation during or after construction. When possible,the foundation concrete should be placed during the same daythe foundation excavation is made.If it is required that footing excavations be left openfor more than one day,they should be protected to reduce moisture loss or gain. PSI should be consulted duringthe design of the foundation pad to verifythatthe appropriate parameters are utilized. PSI should provide periodic observation during construction of the foundation pad to verify that the design parameters and the soil materials used during construction correspond. 3.6 FLOOR SLABS To limit the settlement due to presence of soft soil at the surface,PSI recommends that the soils within the building footprint be over-excavated to a depth of at least 1 foot below new slabs-on-grade and at least 8 inches of Drain Rock (capillary break material (pad grade)) be placed below the slab as described in Fill Material Section 3.4.3.3.The fill should be compacted to at least 95 percentof the maximum dry densityas determined by ASTM D1557. Based on the near surface soil encountered in the borings, PSI estimatesthat a unit modulus of subgrade reaction(K1)of 150 pounds persquare inch per inch(psi/in)is suitable forconcreteslab sections supported by at least 8-inches of Drain Rock.The coefficientof subgrade reaction(KS) is the unit pressure required to produce a unitsettlement in soils.The general equationsto accountforthe effectof width of foundationsin soils is given by: B + 1 KS = K1 ( 2B )Z For cohesinlessSoil Ks = Bl For Cohesive Soil where, B= Width of foundation in feet. Page 10 On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 K1 = Unit modulus of subgrade reaction for a one-foot square footing. In areas that will have moisture-sensitive materials placed directly on the floor, PSI recommends that the slabs-on-grade be underlain by a minimum 8 inches of sand or rounded aggregate base with less than 2 percent fines to provide capillary break. A durable vapor-retarding membrane should be installed beneath the slab-on-grade to reduce the risks of damp floors.The vapor-retarding membrane should be installed in accordance with the manufacturer's recommendations. 3.7 DRAINAGE CONSIDERATIONS Site grading should be carefully planned to promote positive drainage away from structures and to divert surface water away from or into stormwater systems. Water should not be allowed to collect near the structures either during or after construction. We recommend footing drains be placed around the exterior of the building foundations to reduce the potential for lateral migration of moisture into the building envelope. Pavement surfaces and open space areas should be sloped such thatsurface waterrunoff is collected and routed to suitable discharge points. We also recommend that ground surfaces adjacent to bu ildings be sloped to facilitate positive drainage away from the buildings. A positive slopegradientof2percentdown and awayfromthe building perimeter should be appliedtothe finished subgrade(inclusive of topsoil).This slope should extend no less than 5 feet awayfrom the outside building perimeter, with drainage swales provided to remove runoff from around the structure.Any utility trench that entersthe perimeterof a structures should be excavated with a slight slope down and awayfrom the perimeter of the structure. 3.7.1 MOISTURE SENSITIVE SOILS/WEATHER RELATED CONCERNS The near-surface granular soils at this site are susceptible to disturbance if exposed to excessive construction traffic during wet conditions.During periods of rainfall, exposed subgrades may become softened and less stable. To reduce construction delays and maintain subgrade support, earthwork activities should be scheduled during dry weather whenever possible. If unstable subgrade conditions are encountered,mitigation may include placement of geotextile separation fabric overlain bycompacted crushed rock.In more severe cases,stabilization with cement-treated aggregate or other admixtures may be recommended. PSI can provide additional recommendations during construction, as needed. 3.8 PAVEMENT DESIGN Pavement design recommendations for several levelsoftraffic loading were developed based on assumptions of potential traffic, drive paths or patterns and anticipated soil support characteristics of pavement subgrades. PSI utilized the "AASHTO Guide for Design of Pavement Structures" published by the American Association of State Highway and Transportation Officials to evaluate the pavement thickness recommendations in this report.This method of design considers pavement performance,traffic,roadbed soil,pavement materials,environment,drainage,and reliability.Each of these items is incorporated into the design methodology.PSI is available to provide site specific laboratory testing andengineering evaluation to refine the estimated design parameters and sections, upon request. Page 11 On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 The pavementdesign is based on the 18-kip Equiva lent Single-Axle Load(ESAL)values provided bytheclient, as summarized below.Furthermore,the scope of services for this project did not include California Bearing Ratio(CBR)testing.A CBRvalue of 10 percent was estimated for design purposes,based on PSI's knowledge and experience with similar soils and projects in the area. Details regarding the basis for this design are presented in the table below. TABLE 3.2: PAVEMENT DESIGN PARAMETERS Reliability,percent 85 Design Life 20 Years Initial Serviceability Index,Flexible Pavement 4.2 Initial Serviceability Index,Rigid Pavement 4.5 Terminal Serviceability Index 2.0 Traffic Load for Light Duty Pavement 109,500 equivalent single axle loads(ESALs) Traffic Load for Heavy Duty Pavement 335,800 equivalent single axle loads(ESALs) Standard Deviation,Flexible Pavement 0.45 Standard Deviation,Rigid Pavement 0.35 Concrete Compressive Strength 4,000 psi Subgrade California Bearing Ratio (CBR) 10 for Sand subgrade Subgrade Modulus of Subgrade Reaction, k in pci 150 for Sand subgrade The below recommended minimum pavement sectionsare based on the field and laboratorytest resultsfor the project, local pavement design practice, design assumptions presented herein and previous experience with similar projects. The project Civil Engineer should verifythat the ESAL and other design values are appropriate for the expected traffic and design life of the project.PSI should be notified in writing if the assumptions or design parameters are incorrect or require modification. TABLE 3.3: RECOMMENDED MINIMUM PAVEMENT SECTION OPTIONS Component Light Duty Heavy Duty Hot Mixed Asphalt Concrete (HMAC) 3" 4" Crushed Rock Base (CRB) 8" 8" Compacted Subgrade 12" 12" TABLE 3A RECOMMENDED MINIMUM RIGID PAVEMENT SECTION OPTIONS Component Light Duty Heavy Duty Portland Cement Reinforced Concrete (PCC) 6" 8" Crushed Rock Base (CRB) 8" 8" Compacted Subgrade 12" 12" Page 12 On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 We recommend that rigid pavement sections be used in all heavy truck traffic areas.The concrete pavement should extend throughout the areasthat require extensiveturning and maneuveringof the delivery vehicles, etc. Eight-inch-thick concrete pavementis recommended fordumpster pad areas andthat area leadingup to the dumpster pad. Pavementscan be expected to crack due to environmental factors and require periodic maintenance to reduce damage to the pavement structure should be planned throughout the life of the pavement. During the paving life,maintenance to seal surface cracks within concrete or asphalt paving and to resealjoints within concrete pavementshould be undertaken to achieve the desired paving life. Perimeter drainage should be controlled to prevent or retard influx of surface waterfrom areas surrounding the paving.Water penetration leads to paving degradation.Waterpenetration into base orsubgrade materials,sometimes due to irrigation or surface water infiltration leads to pre-mature paving degradation. Curbs should be used in conjunction with asphalt paving to reduce potential for infiltration of moisture into the base course.Curbsshould extend the full depth of the base course and should extend at least 3 inches into the underlying subgrade. The base layer should be tied into the area inlets to drain water that may collect in the base. 3.8.1 PAVEMENT MATERIALS Pavement material requirements for the above pavement sections are presented below: • Compacted Subgrade: Pavementsubgrade preparation should be performed in accordance withthe EARTHWORK section. • Aggregate Base Course:Aggregate base should be placed in maximum 8-inch compacted lifts.The base materials should be compacted to at least 95 percent of the maximum dry density as determined by ASTM D1557.Aggregate base materials should be moisture conditioned to between ±3 percentage points of the optimum moisture content. • Hot Mix Asphalt Concrete (HMAC) Surface Course: Should meet all requirements specified in WISDOTstandard Specification.The mix should be compacted to between 92and 97 percent of the maximum theoretical density. • Portland Cement Concrete: Concrete usedfor paving should have a minimum compressive strength of 4,000 psi at 28-days.The concrete pavements should be reinforced and jointed per current ACI recommendations. • Concrete Reinforcement: Should be in accordance with applicable ACI standards. All materials should conform to and be placed in accordance with the latest version of the Standard Specification for WSDOT. 3.9 PLAN REVIEW AND CONSTRUCTION OBSERVATION Afterfinal plans and specifications are complete,PSI should reviewthe final design and specificationsso that the earthworkand foundation recommendations are properly interpreted and implemented.It is considered imperative that the Geotechnical Engineer and/or their representative be present during earthwork operations and foundation installations to observe the field conditionswith respect to the design documents and specifications.PSI will not be responsible for changes in the project design or project information it was not provided,or interpretations and field quality control observations madebyothers.PSI would be pleased to provide these services for this project. Page 13 On Walmart#3757 Extension PSI Project No: 07041578 August 19,2025 4.0 GEOTECHNICAL RISK AND REPORT LIMITATIONS The concept of risk is an important aspect of the geotechnical evaluation. The primary reason forthis is that the analytical methods used to develop geotechnical recommendations do not comprise an exact science. The analytical tools which geotechnical engineers use are generally empirical and must be used in conjunction with engineeringjudgment and experience. Therefore,the solutions and recommendations presented in the geotechnical evaluation should not be considered risk-free and,more importantly,are not a guarantee that the interaction between the soils and the proposed structure will perform as planned. The engineering recommendations presented in the preceding sections constitute PSI's professional estimate of those measuresthat are necessaryforthe proposed structureto perform accordingtothe proposed design based on the information generated and referenced during this evaluation,and PSI's experience in working with these conditions. Services performed by PSI for this project have been conducted with that level of care and skill ordinarily exercised by members of the profession currently practicing in this area.No warranty,expressed or implied, is made. The recommendations submitted are based on the available subsurface information obtained by PSI, and information provided by the client, client's representative and client's design consultants.If there are any revisions to the plans forthis project or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation and/or other recommendations are required.If PSI is not retained to perform these functions,PSI cannot be responsible for the impact of those conditions on the performance of the project. The Geotechnical Engineershould be retained and provided the opportunity to reviewthe final design plans and specifications to check thatour engineering recommendations have been properly incorporated into the design documents. At that time, it may be necessary to submit supplementary recommendations. This report has been prepared forthe exclusive useof Walmart Stores,Inc.,Galloway&Company,Inc.,and their respective successors and assigns. Page 14 On ntertek psi FIGURES i 1 � Ar Smok t �g ' i ?• � + 41 ,w •d � ` :�. Byrnes*�Perform ing Art_ Censer Li tit :,: t t1 Afh tan 11 n _ I- pa i,s, rt Y .y TOTIL-M PARK • s+•.I . . .. w m d 4 o Cou ,�ie hti �R,►' � � - r r • I 11I I I 1.h � _�---�. L \Ri `RiAD I5� Is rysville T .` 1�T a_^+ 4 �I � r Will It q - ■ �+ -', —zLevu�-R � _ � it...s •mow' N N 110t'r St NE �q 1 .+� �11 r► Ab1� K �� .Y � p '+C- 0.1'1 •' W. At Google Earth lrrrageG2025 irbus11M°' Il` 2 I ,.I{R Intertok Legend J tr.-� w • Boring Locations l r ./��"• .. 1 y Walm art#3757 .sib 44 ' '> � 1 "7 or IF p or or a p p r Ir �. N R r r pp op w (OkUlk, Is • ' or p pp w to r , lntertek Professional Service Industries, Inc. goring Location Plan Walmart 3757 Extension 6032 N. Cutter Circle, Suite 480 Figure 2 4010 172rd Street NE P509 Portland, OR 97217 PSI Project No. 07041578 Arlington, WA 98223 On) Phone: (503) 289-1778 intertek psi APPENDIX A Field Exploration & Laboratory Testing Program intertek _ 0SI FIELD EXPLORATION PROGRAM PSI explored subsurface conditions on April 23 and July 24, 2025. The field exploration consisted of advancing six Hollow stem augur(HSA) borings near the expansion area. Approximate exploration locations are shown on Figure 2, Boring Location Map. PSI notified the Washington Utility Notification Centerto indicate the approximate location of underground utilities in the vicinity of the proposed exploration locations prior to commencingfield activities. Additionally, a private utilities locator cleared the area using conventional methods and GPR prior to the field activities. A representative from PSI's office observed the drilling and prepared borings logs of the conditions encountered. During field activities,the encountered subsurface conditions were observed, logged,and visually classified (in general accordance with ASTM D2488/D2487). Field notes were maintained to summarize soil types and descriptions,water levels,changes in subsurface conditions,and drilling conditions. It should be noted thatthe subsurface conditions presented on the boring logs are representative of the conditions at the specific locations drilled. Variations may occur and should be expected across the site. The soil morphology represents the approximate boundary between subsurface materials and the transitions may be gradual and indistinct. Boring Location Selection and Staking The boring plan was prepared by PSI and superimposed onto Google Earth TM Imageryand the latitude and longitude were recorded.The location of the borings in the field were established by hand-held G PS using the coordinates from Google Earth'`".The latitude, longitude and elevation are noted on each boring log with the perceived accuracy unknown. If accurate locations and elevations are needed,PSI recommends the client/owner have boring locations and elevations determined by survey methods. Hollow Stem Borings Borings B-1,B-2 and B-3 were drilled with a truck-mounted CME85 drill rig, borings B-4, B-5 and B-6 were drilled using track-mounted Diedrich D50drill rig using hollow stem augers.Soil samples were recovered at selected depths during drilling using a Split Spoon Sampler driven by a 140-Ib weight free falling 30 inches.A standard split spoon samplerwith an outside diameter of 2.0 inches and inside diameterof 1.42 inches was used. The number of blows required to drive the sampler 12 inches is designated as the penetration resistance(N-value,blows perfoot)and provides an indication of the consistency of cohesive soils and the relative density of granular materials. Field Classification Soil samples were initially classified visually in the field. Consistency,color, relative moisture, degree of plasticity, and other distinguishing characteristics of the soil samples were noted.The terminology used in the soil classifications and other modifiers are depicted in the General Notes and Soil Classification Chart. On DATE STARTED: 4/23/25 DRILL COMPANY: Holt Services Inc BORING B1 DATE COMPLETED: 4/23/25 DRILLER: Cody LOGGED BY: HHS COMPLETION DEPTH 26.5 ft DRILL RIG: CME-85 d BENCHMARK: N/A DRILLING METHOD: HSA v 1 upon Completion 10.5 feet ELEVATION: 127 ft SAMPLING METHOD: SS -7 LATITUDE: 48.150924' HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -122.174632' EFFICIENCY N/A See Boring Location Plan STATION: N/A OFFSET: N/A REVIEWED BY: LL REMARKS: U) STANDARD PENETRATION y o r TEST DATA a) o a d c o N in blows/ft @ J Z m (° X Moisture PL o a� Q MATERIAL DESCRIPTION m a w f LL Additional a Q N o zs so Remarks E E a)> 3 0 w C0 a0i cUn m F STRENGTH,tsf a A Qu )K Qp U) 0 01/ 2.0 4.0 5"of ASPHALT AS PHA T Approximately 6"of Aggregate base layer ZRAVE 1 13 dense to very dense,brown,moist,poorly AS 16-26-34 » 125 graded SAND with SILT and GRAVEL N=60 2 11 16-25-31 4 X >> N=56 P-SM 5 41%Gravel in sampler @ 5' S Fines=10.4% 3 13 14-25-27 » N=52 120 Loose to dense,brown,wet,poorly graded SAND with trace SILT 9 X 4 13 3-7-9 N=16 10 23 Fines=4.3% 5 14 6-6-7 N=13 115 15 24 6 10 15-50/5 » SP 110 20 20 Fines=4.0% 7 13 8-12-19 0 N=31 105 25 22 8 17 15-25-25 N=50 Boring terminated @ 26.5 ft Intertek ., Professional Service Industries, Inc. PROJECT NO.: 07041578 6032 N. Cutter Circle, Suite 480 PROJECT: Walmart 3757 Extension I Portland, OR 97219 LOCATION: 4010 172nd Street NE P5Telephone: (503)289-1778 Arlington,WA 98223 The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 4/23/25 DRILL COMPANY: Holt Services Inc BORING B2 DATE COMPLETED: 4/23/25 DRILLER: Cody LOGGED BY: HHS COMPLETION DEPTH 26.5 ft DRILL RIG: CME-85 d BENCHMARK: N/A DRILLING METHOD: HSA v 1 upon Completion 9.5 feet ELEVATION: 127 ft SAMPLING METHOD: SS -7 LATITUDE: 48.15089' HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -122.174469' EFFICIENCY N/A See Boring Location Plan STATION: N/A OFFSET: N/A REVIEWED BY: LL REMARKS: U) STANDARD PENETRATION y o r TEST DATA a) o a d c o N in blows/ft OO J Z m (° X Moisture PL o a� Q MATERIAL DESCRIPTION m a w f LL Additional a Q N o zs so Remarks E E a)> 3 0 w C0 0 Un m c F STRENGTH,tsf a A Qu )K Qp U) 0 2.0 4.0 4.5"of ASPHALT 5 PHA T Approximately 6"of Aggregate base layer RAVE 0 1 14 Dense to medium dense,brown,moist,poorly AS 2 N=53 31 » 125 graded GRAVEL with SILT and SAND 0 2 12 18-26-20 2 X o Fines=9.6% o N=46 0 P-G 5 0 3 0 0 3 8 18-32-33 » N=65 120 Loose to dense,brown,moist,poorly graded SAND with SILT and GRAVEL 14 Fines=10.8% 4 13 4-4-4 0 N=8 10 22 5 12 3-4-5 0 N=9 115 15 Less silt @ 15' 20 Fines=3.1% 6 10 6-7-111 0 P-SM N=18 110 20 23 7 11 18-26-18 0 N=44 105 25 22 Fines=7.9% 8 15 5-5-7 N=12 Boring terminated @ 26.5 ft Intertek Professional Service Industries, Inc. PROJECT NO.: 07041578 6032 N. Cutter Circle, Suite 480 PROJECT: Walmart 3757 Extension Portland, OR 97219 LOCATION: 4010 172nd Street NE Telephone: (503)289-1778 Arlington,WA 98223 The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 4/23/25 DRILL COMPANY: Holt Services Inc BORING B3 DATE COMPLETED: 4/23/25 DRILLER: Cody LOGGED BY: HHS COMPLETION DEPTH 26.5 ft DRILL RIG: CME-85 d BENCHMARK: N/A DRILLING METHOD: HSA v 1 upon Completion 10.7 feet ELEVATION: 127 ft SAMPLING METHOD: SS -7 LATITUDE: 48.151201' HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -122.174558' EFFICIENCY N/A See Boring Location Plan STATION: N/A OFFSET: N/A REVIEWED BY: LL REMARKS: U) STANDARD PENETRATION y o r TEST DATA a) o a d c o N in blows/ft @ J Z m (° X Moisture PL o a� Q MATERIAL DESCRIPTION m a w f LL Additional a Q N o zs so Remarks E E a)> 3 0 w (1) C0 0 cUn m F STRENGTH,tsf a A Qu )K Qp U) z.0 4.0 0 5"of ASPHALT AS PHA T Fnes=97217. Approximately 6"of Aggregate base layer ZRAVE 1 12 Dense to medium dense,brown,moist,poorly BAS 17-23-25 0 125 graded SAND with SILT and GRAVEL N=48 2 11 3-12-21 4 X 0 N=33 P-SM 5 42%Gravel in sampler @ 5' 4 Fines=8.9% 3 9 3-12-17 0 N=29 120 Non-Plastic Medium dense to very dense,brown,wet,poorly 16 X Fines=8.4% 4 14 graded SAND with trace SILT 6-9-10 0 N=19 10 21 5 10 5-6-7 N=13 115 15 22 Fines=4.1% 6 13 7-12-27 0 N=39 110 SP 20 19 7 11 43-50/5 » 105 25 24 Fines=1.8% 8 11 20-50/5 » Boring terminated @ 26.5 ft Intertek ., Professional Service Industries, Inc. PROJECT NO.: 07041578 6032 N. Cutter Circle, Suite 480 PROJECT: Walmart 3757 Extension I Portland, OR 97219 LOCATION: 4010 172nd Street NE P5Telephone: (503)289-1778 Arlington,WA 98223 The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 7/24/25 DRILL COMPANY: Holocene drilling BORING B4 DATE COMPLETED: 7/24/25 DRILLER: Ian LOGGED BY: San COMPLETION DEPTH 26.5 ft DRILL RIG: Diedvich D50 d BENCHMARK: N/A DRILLING METHOD: HSA v 1 upon Completion 13.0 feet ELEVATION: 126 ft SAMPLING METHOD: SS -7 LATITUDE: 48.151224' HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -122.175502' EFFICIENCY N/A See Boring Location Plan STATION: N/A OFFSET: N/A REVIEWED BY: LL REMARKS: STANDARD PENETRATION y o r TEST DATA a) o a d c o N in blows/ft OO J Z m (° X Moisture PL o a� Q MATERIAL DESCRIPTION m a w f LL Additional a 6- N o zs so Remarks E m > 3 0 w C0 0 0 m � F STRENGTH,tsf a A Qu )K Qp U) 0 o 2.0 4.0 5"of ASPHALT PHA T 4 X Fines=9.6% 125 Approximately 6"of Aggregate base layer RAVE 1 16 Medium dense to very dense,gray,moist, Poorly AS 21-23-36 » graded SAND with SILT and GRAVEL N=59 4 X 2 14 P-SM 17-10-17 0 N=27 5 Medium Dense,brown,moist,SILTY SAND 7 Fines=14.7% 120 3 16 8-8-7 N=15 6 X 4 16 7-8-8 SM N=16 10 14 115 5 16 4-5-6 N=11 IF Loose to medium dense,brown,moist,Poorly graded SAND with trace SILT 15 21 Fines=1.3% 110 6 8 6-7-10 a N=17 20 :: SP 25 105 7 10 7-2-3 N=5 25 25 100 8 18 2-7-4 0 N=11 Boring terminated @ 26.5 ft Intertek ., Professional Service Industries, Inc. PROJECT NO.: 07041578 6032 N. Cutter Circle, Suite 480 PROJECT: Walmart 3757 Extension I Portland, OR 97219 LOCATION: 4010 172nd Street NE P5Telephone: (503)289-1778 Arlington,WA 98223 The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 7/24/25 DRILL COMPANY: Holocene drilling BORING B5 DATE COMPLETED: 7/24/25 DRILLER: Ian LOGGED BY: San COMPLETION DEPTH 26.5 ft DRILL RIG: Diedvich D50 d BENCHMARK: N/A DRILLING METHOD: HSA v 1 upon Completion 13.0 feet ELEVATION: 126 ft SAMPLING METHOD: SS -7 LATITUDE: 48.151127' HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -122.175351° EFFICIENCY N/A See Boring Location Plan STATION: N/A OFFSET: N/A REVIEWED BY: LL REMARKS: STANDARD PENETRATION y o r TEST DATA a) o a d c o N in blows/ft OO J Z m (° X Moisture PL o a� Q MATERIAL DESCRIPTION m a w f LL Additional a 6- N o zs so Remarks E m > 3 0 w C0 0 0 m � F STRENGTH,tsf a A Qu )K Qp U) 0 o 2.0 4.0 5"of ASPHALT PHA T 125 1 5 Approximately 6"of Aggregate base layer RAVE 12-50/5 5 X » ines=10.3% Dense,gray,moist,Poorly graded SAND with AS SILT and GRAVEL P-SM 4 X 2 13 10-15-27 0 N=42 Medium dense,brown,moist,SILTY SAND 5 10 Fines=13.0% 120 3 17 10-4-14 0 N=18 8 X 4 18 SM 5-5-5 0 N=10 10 10 115 5 13 4-5-8 N=13 IF Medium dense,brown,moist,Poorly graded SAND with SILT 15 With gravel @ 15' 9 Fines=8.6% 110 6 11 4-10-11 0 N=21 20 :: P-SM 17 105 7 14 7-7-11 N=18 25 24 Fines=4.3% 100 8 16 6-7-11 0 N=18 Boring terminated @ 26.5 ft Intertek , Professional Service Industries, Inc. PROJECT NO.: 07041578 6032 N. Cutter Circle, Suite 480 PROJECT: Walmart 3757 Extension Portland, OR 97219 LOCATION: 4010 172nd Street NE psi Telephone: (503)289-1778 Arlington,WA 98223 The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 7/24/25 DRILL COMPANY: Holocene drilling BORING B6 DATE COMPLETED: 7/24/25 DRILLER: Ian LOGGED BY: San COMPLETION DEPTH 26.5 ft DRILL RIG: Diedvich D50 d BENCHMARK: N/A DRILLING METHOD: HSA v 1 upon Completion 13.0 feet ELEVATION: 126 ft SAMPLING METHOD: SS -7 LATITUDE: 48.151373' HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: -122.174924' EFFICIENCY N/A See Boring Location Plan STATION: N/A OFFSET: N/A REVIEWED BY: LL REMARKS: STANDARD PENETRATION y o r TEST DATA a) o a d c o N in blows/ft OO J Z 10 (° X Moisture PL o a� Q MATERIAL DESCRIPTION m a w f LL Additional a 6- N 0 25 e0 Remarks E m > 3 0 w C0 0 0 m � F STRENGTH,tsf a A Qu )K Qp U) 0 0 2.0 4.0 5"of ASPHALT PHA T 125 1 5 Approximately 6"of Aggregate base layer RAVE 29-50/5 4 X » Medium dense to dense,gray,moist, Poorly AS graded SAND with SILT and GRAVEL 3 X Fines=9.9% 2 14 P-SM 29-38-33 » N=71 5 12 120 3 15 29-12-19 Medium dense to loose,brown,moist,Poorly N=31 graded SAND with SILT 5 X Fines=9.6% 4 17 8-6-7 N=13 10 13 115 5 17 6-7-8 N=15 IF 15 With gravel @ 15' 14 Fines=3.4% 110 6 15 6-7-11 0 P-SM N=18 20 23 105 7 9 1-2-6 0 N=8 25 17 Fines=9.7% 100 8 9 5-4-7 0 N=11 Boring terminated @ 26.5 ft Intertek ., Professional Service Industries, Inc. PROJECT NO.: 07041578 6032 N. Cutter Circle, Suite 480 PROJECT: Walmart 3757 Extension I Portland, OR 97219 LOCATION: 4010 172nd Street NE P5Telephone: (503)289-1778 Arlington,WA 98223 The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 ton GENERAL NOTES SAMPLE IDENTIFICATION The Unified Soil Classification System (USCS), AASHTO 1988 and ASTM designations D2487 and D-2488 are used to identify the encountered materials unless otherwise noted. Coarse-grained soils are defined as having more than 50% of their dry weight retained on a #200 sieve (0.075mm); they are described as: boulders, cobbles, gravel or sand. Fine-grained soils have less than 50% of their dry weight retained on a#200 sieve; they are defined as silts or clay depending on their Atterberg Limit attributes. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. DRILLING AND SAMPLING SYMBOLS SFA: Solid Flight Auger-typically 4" diameter SS: Split-Spoon - 1 3/8" I.D., 2" O.D., except flights, except where noted. where noted. HSA: Hollow Stem Auger-typically 3'/4" or 4'/4 I.D. , ST: Shelby Tube - 3" O.D., except where noted. openings, except where noted. M.R.: Mud Rotary- Uses a rotary head with 0 RC: Rock Core Bentonite or Polymer Slurry ® TC: Texas Cone R.C.: Diamond Bit Core Sampler H.A.: Hand Auger BS: Bulk Sample P.A.: Power Auger- Handheld motorized auger 0 PM: Pressuremeter CPT-U: Cone Penetrometer Testing with Pore-Pressure Readings SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. Split-Spoon. N60: A"N" penetration value corrected to an equivalent 60% hammer energy transfer efficiency (ETR) Q,,: Unconfined compressive strength, TSF QP: Pocket penetrometer value, unconfined compressive strength, TSF w%: Moisture/water content, % LL: Liquid Limit, % PL: Plastic Limit, % PI: Plasticity Index = (LL-PL),% DID: Dry unit weight, pcf 1,�Z,7 Apparent groundwater level at time noted RELATIVE DENSITY OF COARSE-GRAINED SOILS ANGULARITY OF COARSE-GRAINED PARTICLES Relative Density N -Blows/foot Description Criteria Angular: Particles have sharp edges and relatively plane Very Loose 0-4 sides with unpolished surfaces Loose 4- 10 Subangular: Particles are similar to angular description, but have Medium Dense 10-30 rounded edges Dense 30-50 Very Dense 50-80 Subrounded: Particles have nearly plane sides, but have Extremely Dense 80+ well-rounded corners and edges Rounded: Particles have smoothly curved sides and no edges GRAIN-SIZE TERMINOLOGY PARTICLE SHAPE Component Size Range Description Criteria Boulders: Over 300 mm (>12 in.) Flat: Particles with width/thickness ratio>3 Cobbles: 75 mm to 300 mm (3 in. to 12 in.) Elongated: Particles with length/width ratio>3 Coarse-Grained Gravel: 19 mm to 75 mm (3/4 in.to 3 in.) Flat& Elongated: Particles meet criteria for both flat and Fine-Grained Gravel: 4.75 mm to 19 mm (No.4 to'/4 in.) elongated Coarse-Grained Sand: 2 mm to 4.75 mm (No.10 to No.4) Medium-Grained Sand: 0.42 mm to 2 mm (No.40 to No.10) RELATIVE PROPORTIONS OF FINES Fine-Grained Sand: 0.075 mm to 0.42 mm (No. 200 to No.40) Descriptive Term% Dry Weight Silt: 0.005 mm to 0.075 mm Trace: <5% Clay: <0.005 mm With: 5%to 12% Modifier: >12% Page 1of2 GENERAL NOTES (Continued) CONSISTENCY OF FINE-GRAINED SOILS MOISTURE CONDITION DESCRIPTION Q,-TSF N-Blows/foot Consistency Description Criteria 0-0.25 0-2 Very Soft Dry: Absence of moisture, dusty, dry to the touch Moist: Damp but no visible water 0.50- 1.00 4-8 Firm (Medium Stiff) 0. - .50 2-4 Soft Wet: Visible free water, usually soil is below water table 1.00-2.00 8- 15 Stiff RELATIVE PROPORTIONS OF SAND AND GRAVEL 2.00-4.00 15-30 Very Stiff Descriptive Term %Dry Weight 4.00-8.00 30-50 Hard Trace: < 15% 8.00+ 50+ Very Hard With: 15%to 30% Modifier: >30% STRUCTURE DESCRIPTION Description Criteria Description Criteria Stratified: Alternating layers of varying material or color with Blocky: Cohesive soil that can be broken down into small layers at least'/4-inch (6 mm)thick angular lumps which resist further breakdown Laminated: Alternating layers of varying material or color with Lensed: Inclusion of small pockets of different soils layers less than '/4-inch (6 mm)thick Layer: Inclusion greater than 3 inches thick(75 mm) Fissured: Breaks along definite planes of fracture with little Seam: Inclusion 1/8-inch to 3 inches(3 to 75 mm)thick resistance to fracturing extending through the sample Slickensided: Fracture planes appear polished or glossy, Parting: Inclusion less than 1/8-inch (3 mm)thick sometimes striated SCALE OF RELATIVE ROCK HARDNESS ROCK BEDDING THICKNESSES Qu-TSF Consistency Description Criteria Very Thick Bedded Greater than 3-foot(>1.0 m) 10-- 10 Extremely Soft Thick Bedded 1-foot to 3-foot(0.3 m to 1.0 m) 10 Very Soft Medium Bedded 4-inch to 1-foot(0.1 m to 0.3 m) 5 -250 Soft Thin Bedded 1'/4-inch to 4-inch (30 mm to 100 mm) -525 Medium Hard60 Very Thin Bedded 1/2-inch-inch to 1' -inch (10 mm to 30 mm) 1,050- 525- 1, Moderately Hard, Thickly Laminated 1/8-inch to -inch (3 mm to 10 mm) >2,600 Very Hard Thinly Laminated 1/8-inch or less"paper thin"(<3 mm) Hard 'h ROCK VOIDS GRAIN-SIZED TERMINOLOGY Voids Void Diameter (Typically Sedimentary Rock) Pit <6 mm (<0.25 in) Component Size Range Vug 6 mm to 50 mm (0.25 in to 2 in) Very Coarse Grained >4.76 mm Cavity 50 mm to 600 mm (2 in to 24 in) Coarse Grained 2.0 mm-4.76 mm Cave >600 mm (>24 in) Medium Grained 0.42 mm-2.0 mm Fine Grained 0.075 mm-0.42 mm Very Fine Grained <0.075 mm ROCK QUALITY DESCRIPTION DEGREE OF WEATHERING Rock Mass Description RQD Value Slightly Weathered: Rock generally fresh,joints stained and discoloration Excellent 90-100 extends into rock up to 25 mm (1 in), open joints may Good 75-90 contain clay, core rings under hammer impact. Fair 50-75 Poor 25-50 Weathered: Rock mass is decomposed 50%or less, significant Very Poor Less than 25 portions of the rock show discoloration and weathering effects, cores cannot be broken by hand or scraped by knife. Highly Weathered: Rock mass is more than 50%decomposed, complete discoloration of rock fabric, core may be extremely broken and gives clunk sound when struck by hammer, may be shaved with a knife. Page 2 of 2 SOIL CLASSIFICATION CHART NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS MAJOR DIVISIONS SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS CLEAN .60 ..&. WELL-GRADED GRAVELS,GRAVEL- GRAVEL GRAVELS 016 ,0 s GW SAND MIXTURES,LITTLE OR NO FINES AND GRAVELLY ° POORLY-GRADED GRAVELS,GRAVEL SOILS (LITTLE OR NO FINES) o �Do GP -SAND MIXTURES,LITTLE OR NO O °O FINES COARSE GRAINED GRAVELS WITH °�° ° SILTY GRAVELS,GRAVEL-SAND- SOILS MORE THAN 50% FINES GM SILT MIXTURES OF COARSE ° O FRACTION ° RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT GC CLAYEY GRAVELS,GRAVEL-SAND- OF FINES) CLAY MIXTURES CLEAN SANDS SW WELL-GRADED SANDS,GRAVELLY SAND SANDS,LITTLE OR NO FINES MORE THAN 50% AND OF MATERIAL IS SANDY LARGER THAN NO. 200 SIEVE SIZE SOILS (LITTLE OR NO FINES) SP POORLY-GRADED SANDS,GRAVELLY SAND,LITTLE OR NO FINES SANDS WITH SM SILTY SANDS,SAND-SILT MIXTURES MORE THAN 50% FINES OF COARSE FRACTION PASSING ON NO.4 SIEVE (APPRECIABLE AMOUNT SC CLAYEY SANDS,SAND-CLAY OF FINES) �7 MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS,ROCK FLOUR,SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS INORGANIC CLAYS OF LOW TO FINE AND LIQUID LIMIT MEDIUM PLASTICITY,GRAVELLY GRAINED CLAYS LESS THAN 50 CL CLAYS,SANDY CLAYS,SILTY CLAYS, SOILS LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% INORGANIC SILTS,MICACEOUS OR OF MATERIAL IS MH DIATOMACEOUS FINE SAND OR SILTY SMALLER THAN SOILS NO.200 SIEVE SIZE SILTS AND LIQUID LIMIT CH PLASTICITY CLAYS OF HIGH CLAYS GREATER THAN 50 PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY,ORGANIC SILTS 0 0 PEAT,HUMUS,SWAMP SOILS WITH HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS intertek _ psi LABORATORY TESTING PROGRAM AND PROCEDURES Soil samples obtained during field explorations were examined in our laboratory.The physical characteristics of the samples were noted,and the field classifications were modified,where necessary. Representative samples were selected during the course of the examination forfurthertesting. • Moisture Content Natural moisture content determinations were made on selected soil samples in general accordance with ASTM D2216.The natural moisture contentis definedasthe ratio oftheweightofwatertothe dry weight of soil, expressed as a percentage. Results are shown on the exploration logs. • Visual-Manual Classification The soil samples were classified in general accordance with guidelines presented in ASTM D2487. Certain terminology incorporating current local engineering practice,as provided in the Soil Classification Chart,is included with, or in lieu of, ASTM terminology.The term which best described the major portion of the sample was used in determining the soil type (i.e.,gravel, sand,silt, or clay). Results are shown on the exploration logs. • Sieve Analysis The determination of the amount of material finerthan the U.S.Standard No.200(75-µm)sieve was made on selected soil sample in general accordance with ASTM D1140.In general,the samplewas dried in an oven and then washed with water overthe No.200sieve.The mass retained on the No.200sieve was dried in an oven, and the dry weight recorded. Results from this test procedure assist in determining the fraction,by weight,of coarse-grained and fine-grained soils in the sample. Results are shown on the exploration logs. The dete rmination of the gradation curve of the coarse-grained material was made on selected soil samples in general accordance with ASTM D6913. In general,the oven dried mass retained on the No.200 sieve is passed over progressively smaller sieve openings, by agitating the sieves by hand or by a mechanical apparatus.The mass retained on each sieve is recorded as a fraction ofthetotal sample,including the percent passing the No. 200 sieve. Results are shown on the Grain Size Analyses below. • Atterberg Limits The Atterberg Limits are defined by the liquid limit(LL)and plastic limit(PL)statesof a given soil.These tests are performed in general accordance with ASTM D4318.These limits are used to determine the moisture content limits where the soil characteristics change from behaving more like a fluid on the liquid limit end to where the soil behaves more like individual soil particles on the plastic limit end.The plasticity index(PI) is the difference between the liquid limit and the plastic limit.The plasticity index is used in conjunction with the liquid limit to assess if the material will behave like silt or clay. On U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 1.5 1 1/2 3/8 3 4 6 810 14 16 20 30 40 50 60 100 140 200 100 95 90 85 80 75 70 65 x 2 60 w >- 55 m w 50 Z z 45 w 40 w a 35 30 25 20 15 10 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS Clay Size<0.002 mm LCOBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Comments LL PL PI Cc Cu • B1 5.0 0.94 76.57 * B1 10.0 0.99 3.02 A B1 20.0 0.83 4.75 * B2 2.5 1.75 79.47 o B2 7.5 1.23 4.47 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • B1 5.0 38.1 5.298 0.587 41.8 47.7 10.4 m B1 10.0 19 0.352 0.202 0.117 3.6 92.0 4.3 A B1 20.0 12.5 0.725 0.303 0.153 7.6 88.4 4.0 * B2 2.5 25 6.505 0.965 0.082 46.4 44.0 9.6 o B2 7.5 19 0.321 0.168 4.1 85.0 10.8 U1tertek Professional Service Industries,Inc. GRAIN SIZE DISTRIBUTION 6032 N.Cutter Circle,Suite 480 Project: Walmart 3757 Extension Portland,OR 97219 PSI Job No.: 07041578 or Telephone: (503)289-1778 Location: 4010 172nd Street NE Fax: (503)289-1918 Arlington, WA 98223 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1,5 1 3 4 112 3 4 6 810 14 16 20 30 40 50 60 100 140 200 100 95 90 85 80 75 70 65 x 2 60 w � 55 m w 50 Z LL z 45 w 40 w a 35 30 25 20 15 10 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS Clay Size<0.002 mm LCOBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Comments LL PL PI Cc Cu • B2 15.0 1.27 3.04 * B2 25.0 1.13 4.31 A B3 0.0 2.80 58.07 * B3 5.0 0.97 61.01 o B3 7.5 NP NP NP 0.79 3.30 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • B2 15.0 25 0.576 0.372 0.19 9.5 87.4 3.1 m B2 25.0 12.5 0.363 0.186 0.084 4.4 87.7 7.9 A B3 0.0 19 5.107 1.121 0.088 41.9 48.8 9.4 * B3 5.0 38.1 5.584 0.704 0.092 42.6 48.5 8.9 o B3 7.5 63.5 0.257 0.125 0.078 3.7 87.8 8.4 U1tertek Professional Service Industries,Inc. GRAIN SIZE DISTRIBUTION 6032 N.Cutter Circle,Suite 480 Project: Walmart 3757 Extension Portland,OR 97219 PSI Job No.: 07041578 or Telephone: (503)289-1778 Location: 4010 172nd Street NE Fax: (503)289-1918 Arlington, WA 98223 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 1/2 3/8 3 4 6 810 14 16 20 30 40 50 60 100 140 200 100 95 90 85 80 75 70 65 x 2 60 w >- 55 m w 50 Z LL Z 45 w � 40 w a 35 30 25 20 15 10 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS Clay Size<0.002 mm LCOBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Comments LL PL PI Cc Cu • B3 15.0 1.02 2.89 * B3 25.0 0.71 3.50 A B4 0.5 2.36 49.59 * B4 5.0 o B4 15.0 0.74 4.98 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • B3 15.0 25 0.408 0.243 0.141 7.6 88.4 4.1 m B3 25.0 19 0.53 0.239 0.152 11.2 87.0 1.8 A B4 0.5 25 4.082 0.89 0.082 36.5 53.9 9.6 * B4 5.0 63.5 0.346 0.171 7.3 78.0 14.7 o B4 15.0 25 0.822 0.317 0.165 15.6 83.2 1.3 U1tertek Professional Service Industries,Inc. GRAIN SIZE DISTRIBUTION 6032 N.Cutter Circle,Suite 480 Project: Walmart 3757 Extension Portland,OR 97219 PSI Job No.: 07041578 or Telephone: (503)289-1778 Location: 4010 172nd Street NE Fax: (503)289-1918 Arlington, WA 98223 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS HYDROMETER 6 4 3 2 1,5 1 4 1/23 8 3 4 6 810 14 16 20 30 40 50 60 100 140 200 100 95 90 85 80 75 70 65 x 2 60 w >- 55 m w 50 Z LL Z 45 H %X w 40 w a 35 30 25 20 15 10 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS Clay Size<0.002 mm LCOBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Comments LL PL PI Cc Cu • B5 0.5 2.29 53.64 * B5 5.0 A B5 15.0 0.83 22.76 * B5 25.0 1.10 2.96 o B6 2.5 1.37 42.72 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • B5 0.5 19 3.749 0.775 34.4 55.3 10.3 m B5 5.0 25 1.162 0.239 22.6 64.4 13.0 A B5 15.0 38.1 2.176 0.416 0.096 27.2 64.3 8.6 * B5 25.0 9.5 0.308 0.188 0.104 0.6 95.0 4.3 o B6 2.5 25 3.292 0.589 0.077 33.2 57.0 9.9 U1tertek Professional Service Industries,Inc. GRAIN SIZE DISTRIBUTION 6032 N.Cutter Circle,Suite 480 Project: Walmart 3757 Extension Portland,OR 97219 PSI Job No.: 07041578 or Telephone: (503)289-1778 Location: 4010 172nd Street NE Fax: (503)289-1918 Arlington, WA 98223 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 1/23/8 3 4 6 810 14 16 20 30 40 50 60 100 140 200 100 95 90 85 80 75 70 65 x 2 60 w � 55 m w 50 Z LL z 45 w 40 w a 35 30 25 20 15 10 5 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS Clay Size<0.002 mm COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine Specimen Identification Comments LL PL PI Cc Cu • B6 7.5 1.49 5.46 m B6 15.0 0.69 10.31 A B6 25.0 1.95 6.59 Specimen Identification D100 D60 D30 D10 %Gravel %Sand %Silt %Clay • B6 7.5 12.5 0.426 0.222 0.078 3.4 87.0 9.6 m B6 15.0 25 2.18 0.563 0.211 29.6 67.0 3.4 A B6 25.0 12.5 0.517 0.281 0.078 3.2 87.1 9.7 U1tertek Professional Service Industries,Inc. GRAIN SIZE DISTRIBUTION 6032 N.Cutter Circle,Suite 480 Project: Walmart 3757 Extension Portland,OR 97219 PSI Job No.: 07041578 or Telephone: (503)289-1778 Location: 4010 172nd Street NE Fax: (503)289-1918 Arlington, WA 98223 intertek psi APPENDIX 6 Geotechnical Investigation Fact Sheet L intertek _ psi GEOTECHNICAL INVESTIGATION FACT SHEET PROJECT LOCATION:4010 172nd Street NE Arlington,WA 98223 Engineer: Dana Biggerstaff, P.E. Phone #: +1(425) 287-2474 Geotechnical Engineering Co.:Intertek-PSI Report Date:_08/19/2025 Ground Water Elevation:9.5—13 ft bgl. Fill Soils Characteristics:Granular<4% passing 200 sieve(According to section 3.3.2) Date Groundwater Measured:07 24 2025 Maximum Liquid Limit:Non plastic Topsoil/Stripping Depth: Not Applicable/Remove Pavements/Concrete Maximum Plasticity Index:Non plastic Undercut (If required): N/A Specified Compaction:95%of ASTM 1557 Standard Proctor Results: N/A Moisture Content Range: ±3%of OMC of ASTM 1557 pH: Not tested Corrective actions required for construction based on pH level noted: N/A Resistivity: N/A Corrective actions required for construction based on resistivity level noted: N/A Cement Type:N/A Recommended local DOT subbase/base material (reference section plan in Foundation Subsurface Preparation): 3/4"-0 Aggregate Rock Recommended Compaction Control Tests: 1 Test for Each 2000 Sq. Ft.each Lift(bldg.area) 1 Test for Each 4000 Sq. Ft.each Lift(parking area) Structural Fill Maximum Lift Thickness 8 in . (Measured loose) Subgrade Design CBR value= 10 COMPONENT(inches) ASPHALT CONCRETE Standard heavy standard heavy Compacted Subgrade _12_ _12 _12 _12_ (If Applicable) Base Material 8 8 8 8 (Stone,Sand/Shell,etc.) Asphalt Base Course Leveling Binder Course H MAC/Concrete _3_ _4 6 8 NOTE: This information shall not be used separatelyfrom the geotechnicaI report. intertek _ psi FOUNDATION DESIGN CRITERIA PROJECT LOCATION: 4010 172nd Street NE Arlington,WA 98223 Engineer: Dana Biggerstaff, P.E. Phone #: +1(425) 287-2474 Geotechnical Engineering Co.: Intertek-PSI Report Date: 08/19/2025 Foundation type: Shallow Foundation Allowable bearing pressure: 2,500 psf Factor of Safety: 3 Minimum footing dimensions:Individual: 36 inch Continuous: 24 inch Minimum footing embedment: Exterior: 24-inch Interior: 12 inch Frost depth: 18 inch Maximum estimated potential foundation settlements: Total: < 1 Inch Differential: <%Inch Slab: Potential vertical rise: None Capillary Break(not a vapor barrier) describe: 8 inches of angular free draining, rock Subgrade reaction modulus:150 psi/in Method obtained: Estimated Active Equivalent Fluid Pressures:35 pcf Passive Equivalent Fluid Pressures:345 pcf Perimeter Drains(describe):Building: footing drains be placed around the exterior of the building foundationsYes Retaining Walls : N/A Retaining Wall:At rest pressure: N/A Coefficient of friction: N/A NOTE: This information shall not be used separately from the geotechnical report. COMMENTS: On intertek _ psi SITE BUILDING AREA-FOUNDATION SUBSURFACE PREPARATION WAL-MART-JOB#07041578 ARLINGTON, WA 08/19/2025 UNLESS SPECIFICALLY INDICATED OTHERWISE IN THE DRAWINGS AND/OR SPECIFICATIONS, THE LIMITS OF THIS SUBSURFACE PREPARATION ARE CONSIDERED TO BE THAT PORTION OF THE SITE DIRECTLY BENEATH AND 5 FEET BEYOND THE BUILDING AND APPURTENANCES. APPURTENANCES ARE THOSE ITEMS ATTACHED TO THE BUILDING PROPER,TYPICALLY INCLUDING, BUT NOT LIMITED TO, THE BUILDING SIDEWALKS, GREENHOUSE CANOPIES, PORCHES, RAMPS, STOOPS, TRUCK WELLS/DOCKS, CONCRETE APRONS ATTHE AUTOMOTIVE CENTER, COMPACTOR PAD, ETC. APPURTENANCES SHALL ALSO INCLUDE SCREENWALLS AT THE COMPACTOR, TRUCK DOCK AND THE BALE/PALLET STORAGE AREA(S). THE INTERIOR SLAB- ON-GRADE BASE AND THE VAPOR BARRIER, WHERE REQUIRED, DO NOT EXTEND BEYOND THE LIMITS OF THE ACTUAL BUILDING. ESTABLISH THE FINAL SUBGRADE ELEVATION TO ALLOW FOR THE CONCRETE SLAB, BASE. REFERENCE TO ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR REQUIRED SLAB THICKNESS. EXISTING FOUNDATIONS, SLABS, PAVEMENTS, AND BELOW-GRADE STRUCTURES SHALL BE REMOVED FROM THE BUILDING AREA. REMOVE SURFACE VEGETATIONS, TOPSOIL, ROOT SYSTEMS, ORGANIC MATERIAL, EXISTING FILL, AND SOFT OR OTHERWISE UNSATISFACTORY MATERIAL FROM THE BUILDING AREA. PROOFROLL EXPOSED SUBGRADE. REMOVE AND REPLACE UNSATISFACTORY AREAS WITH SATISFACTORY MATERIAL. SUBGRADE MATERIAL SHALL BE FREE OF ORGANIC AND OTHER DELETERIOUS MATERIALS AND SHALL MEET THE FOLLOWING REQUIREMENTS: SUBGRADE MATERIAL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 8 INCHES IN THICKNESS AND COMPACTED TO AT LEAST 95 PERCENT OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557)AT A MOISTURE CONTENT WITHIN 3 PERCENT BELOW TO 3 PERCENT ABOVE THE OPTIMUM. THE FOUNDATION SYSTEM SHALL BE ISOLATED SPREAD FOOTINGS AT COLUMNS AND CONTINUOUS SPREAD FOOTINGS AT WALLS. THIS FOUNDATION SUBSURFACE PREPARATION DOES NOT CONSTITUTE A COMPLETE SITE WORK SPECIFICATION. IN CASE OF CONFLICT, INFORMATION COVERED IN THIS PREPARATION SHALLTAKE PRECEDENCE OVER THE WAL-MART SPECIFICATIONS. REFER TO THE SPECIFICATIONS FOR SPECIFIC INFORMATION NOT COVERED IN THIS PREPARATION. THIS INFORMATION WAS TAKEN FROM A GEOTECHNICAL REPORT PREPARED BY _INTERTEK-PSI DATED__08/19/25 FOR THE EXCLUSIVE USE OF WALMART STORES, INC., GALLOWAY & COMPANY, INC., AND THEIR RESPECTIVE SUCCESSORS AND ASSIGNS (GEOTECHNICAL REPORT IS FOR INFORMATION ONLY AND IS NOT A CONSTRUCTION SPECIFICATION). LIGHTING COMPLIANCE SUMMARY 2021 WSEC Compliance Forms for Commercial Buildings including Group R2,R3&R4 over 3 stories and all RI Administered by:©2025 NEEA,All rights reserved Project Title Walmart 03757 Arlington-2021 WSEC For Building Department Use: I Date: Sep 03,2025 Project Address 4010 172nd St NE Project&Applicant Arlington,WA 98223 Information Applicant Name Andrew Turner Applicant Phone 206-448-3376 Applicant Email andrew.turner@hargis.biz For questions about this report,contact WSEC Commercial Technical Support at 360-539-5300 or via email at com.techsupport@waenergycodes.com General Occupancy All Commercial General Building Use Type Retail,Grocery/Supermarket Building Cond.Floor Area 172,844 Building Addition New Building or Alteration Interior Lighting Project Cond.Floor Area 17,786 General Project Types Alteration Addition Interior Lighting Lighting Scope Exterior Lighting Floors Above Grade 1 Lighting Scope Compliance Method General Prescriptive Lighting Project Description Interior/Exterior Luminaire Replacement LPA Calculation Compliance Project Type (interior includes both interior&parking) Scope a Compliance Method Adjustment Verification Lighting Compliance Scope and Method Building Addition Interior Lighting Space by space No Calculation Adjustments selected COMPLIES Alteration Interior Lighting 20%or more replaced Space by space No Calculation Adjustments allowed COMPLIES Alteration Exterior Lighting 20%or more replaced Not applicable to exterior COMPLIES Additional Energy Efficiency(AEC) No lighting or electrical additional energy efficiency Load Management(LDM)Measures Included No lighting or electrical load management measures included in project Measures Included measures included in project Project Title Walmart 03757 Arlington-2021 WSEC Date Sep 03,2025 Lighting Power Calculation BUILDING ADDITION-INTERIOR LIGHTING Compliance Verification COMPLIES Compliance Method Space by space LPA Calculation Adjustment none Interior Lighting Power Allowance-Space by Space General Space Type Specific Space Type Gross Interior Area(SF) LPA(Watts/SF) Total Watts Allowed Total Proposed Watts Compliance Status (SF x LPA x 1) (LPD+Display LPD) Warehouse/storage area Medium to bulky palletized items 3,248 0.33 1,072 Proposed Total LPD 992 Totalsl 1,072 992 COMPLIES Proposed Lighting Power Density Watts or Total Watts Fixture Type Fixture ID Quantity of Wattage Limit Total Linear Watts per Linear Proposed Fixtures(#F) per Fixture Feet(LF) Foot(WpLF) (#F x WpF)or (WpF) (LF x WpLF) Individual Fixtures Other fixture type 50 1 4 47 188 Other fixture type 1 1 12 67 1 804 Proposed Total LPD 992 Project Title Walmart 03757 Arlington-2021 WSEC Date Sep 03,2025 Proposed Fixtures Details BUILDING ADDITION-INTERIOR LIGHTING Fixture Type/Application Fixture ID Location in Documents Lamp Type New or Existing-to-Remain Individual Fixtures Other fixture type 50 5/E1.2 LED New Fixture Description:4'SEALED STRIP Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Other fixture type 1 I 5/E1.2 LED New Fixture Description:8'STRIP Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Project Title Walmart 03757 Arlington-2021 WSEC 7�Date Sep 03,2025 Lighting Power Calculation ALTERATION-INTERIOR LIGHTING(20%or more replaced) Compliance Verification COMPLIES Compliance Method Space by space LPA Calculation Adjustment none Interior Lighting Power Allowance-Space by Space General Space Type Specific Space Type Gross Interior Area(SF) LPA(Watts/SF) Total Watts Allowed Total Proposed Watts Compliance Status (SF x LPA x 1) (LPD+Display LPD) Classroom/lecture/training General 646 0.71 459 Corridors General 541 0.41 222 Food preparation 1,714 1.09 1,868 Lounge/breakroom General 73 0.59 43 Pharmacy area 851 1.66 1,413 Restroom General 1,626 0.63 1,024 Retail General sales 1,516 1.05 1,592 Retail General sales 1,769 1.05 1,858 Retail General sales 1,673 1.05 1,757 Retail General sales 701 1.05 736 Retail General sales 1 1 3,428 1.05 3,599 Proposed Total LPD 6,454 Totals 14,571 6,454 COMPLIES Proposed Lighting Power Density Watts or Total Watts Fixture Type Fixture ID Quantity of Wattage Limit Total Linear Watts per Linear Proposed Fixtures(#F) per Fixture Feet(LF) Foot(WpLF) (#F x WpF)or (WpF) (LF x WpLF) Individual Fixtures Other fixture type 9 112 32 3,584 Other fixture type 24 6 13 78 Other fixture type 31 6 53 318 Other fixture type 39 17 80 1,360 Other fixture type 65 13 13 169 Other fixture type 68R 66 8 528 Other fixture type 85 4 14 56 Other fixture type 91 5 25 125 Other fixture type 92 4 50 200 Other fixture type 93 2 18 36 Proposed Total LPD 6,454 Project Title Walmart 03757 Arlington-2021 WSEC !Date Sep 03,2025 Proposed Fixtures Details ALTERATION-INTERIOR LIGHTING(20'Vo or more replaced) M& Fixture Type/Application Fixture ID Location in Documents Lamp Type New or Existing-to-Remain Individual Fixtures Other fixture type 9 E1.2,E1.3,EPH1,EVCL GEI LED New Fixture Description:2'x 2'Volumetric Troffer Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Other fixture type 24 1 EVC1 LED New Fixture Description:Circular Recessed Downlight Are these fixtures located within a daylight zone?: Do these fixtures require specific application lighting controls?:None required Other fixture type 31 E1.3 LED New Fixture Description:8'Strip(Wireless Dim) Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Other fixture type 39 E1.3 LED New Fixture Description:8'Strip(18%Uptight) Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Other fixture type 65 1 EVC1 LED New Fixture Description:4"Square Downlight Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Other fixture type 68R I E1.2,EPH1,GEl LED New Fixture Description:Circular Recessed Downlight Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Other fixture type 85 EVC1 LED New Fixture Description:13"Globe Pendant Light Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Other fixture type 91 1 EVC1 LED New Fixture Description:4'Suspended LED Linear Slot Light Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Other fixture type 92 EVC1 LED New Fixture Description:8'Suspended LED Linear Slot Light Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Other fixture type 93 1 EVC1 LED New Fixture Description:Under Cabinet Lighting-46" Are these fixtures located within a daylight zone?:No Do these fixtures require specific application lighting controls?:None required Project Title Walmart 03757 Arlington-2021 WSEC ate Sep 03,2025 Lighting Power Calculation ALTERATION-EXTERIOR LIGHTING(20%or more replaced) Compliance Verification COMPLIES Exterior Lighting Zone ZONE 2 Base Site Allowance 280 Exterior Lighting Power Allowance Surface LPA Linear LPA Total Watts Allowed Total Exterior Surface Surface Sub-Type Area(SF) (Watts/SF) Feet(LF) (Watts/LF) (LPA x SF)or Proposed Watts Compliance Status (LPA x LF) Outdoor sales Sales canopies-attached 5,862 0.35 2,052 Base Site Allowance 280 Totals 1 2,332 1 1,175 1 COMPLIES Proposed Exterior Lighting Power Density Watts or Total Watts Fixture Type Fixture ID Exterior Surface Type Quantity of Wattage Limit Total Linear Watts per Linear Proposed Fixtures(#F) per Fixture Feet(LF) Foot(WpLF) (#F x WpF)or (WpF) (LF x WpLF) Individual Fixtures Other fixture type 4 Outdoor sales-Sales canopies-attached 25 1 47 1 1 1 1,175 Proposed Total LPD 1 1,175 EXISTING SQFT: 160,091 0 ARC REMODELED SQFT: 30,000 SUITE Ov n A 8131 METCALF HwxoC OF RECORD: BRR ARCHITECTURE,INC EXPANSION SQFT: 31380 F 913a�=s a a NEW SQFT: 163,471 0 o ry �wwa �o PROTO CYCLE: 05/30/25 C, 1, =� �p a�3 3°°s�aw �Ww O 3V jM� z€ €€, DATE: 09/03/2 5 ~ w °�3= �0 ARLINGTON , WA � �o9g m��°- ��s x Mao`&o 2- way STORE NO. : 03757 - 1000 PROTO: 150 SC DRAWING INDEX z Z GENERAL AC1 AUTO CENTER PLANS AND DETAILS BASR6 BUILDING AUTOMATION SYSTEM E4.1 PANELBOARD SCHEDULES $ Cl COVER SHEET BR1 BREAKROOM PLANS FIRE PROTECTION RD1 FRONT REFRIGERATION DEMOLITION PLAN E4.2 PANELBOARD SCHEDULES C2 RESPONSIBILITY MATRIX PH1 PHARMACY PLANS FP1 FIRE SPRINKLER SITE PLAN RD1.1 REAR REFRIGERATION DEMOLITION PLAN EVC1 VISION CENTER ELECTRICAL PLANS RM1 RESPONSIBILITY MATRICES PH1.1 PHARMACY ELEVATIONS FP2 OVERALL SPRINKLER PLAN R1 OVERALL REFRIGERATION PLAN RE1 REFRIGERATION ELECTRICAL PLAN o N1 GENERAL INFORMATION PH2 PHARMACY SECTIONS AND DETAILS FP2.1 ENLARGED FIRE SPRINKLER PLAN R1.1 GROCERY ROOF PLAN GE1 GROCERY LIGHTING PLANS SA1 BID ALLOWANCE SCHEDULE PH2.1 PHARMACY BLOWER ROOM FP3 FIRE PROTECTION DETAILS R1.2 FRONT REFRIGERATION PLAN EPH1 PHARMACY ELECTRICAL PLANS O O Nco LS1 LIFE SAFETY PLAN VC1 VISION CENTER R1.3 REAR REFRIGERATION PLAN O 0 Q VC1.1 VISION CENTER ELEVATIONS PLUMBING R1.4 PICKUP REFRIGERATION PLANS RACKING a ARCHITECTURAL VC1.2 REFLECTED CEILING PLANS AND DETAILS(FOR MP1 MECHANICAL AND PLUMBING PLAN R2 REFRIGERATION SCHEDULES FXS1 FIXTURE ANCHORAGE PLAN AND NOTES c SP1 SITE PLAN(FOR REFERENCE ONLY) REFERENCE ONLY) P1.1 ENLARGED PLUMBING PLANS R2.1 REFRIGERATION SCHEDULES FXS2 FIXTURE ANCHORAGE DETAILS FO o o SP1.1 SITE PLAN VC1.3 REFLECTED CEILING PLANS AND DETAILS P1.2 ENLARGED PLUMBING PLANS R2.2 REFRIGERATION SCHEDULES Z z a SP2 SITE DETAILS(STOOP,SIDEWALK,FLATWORK, VC2 VISION CENTER SECTIONS P2 PLUMBING DETAILS R2.3 REFRIGERATION SCHEDULES CIVIL 0 PAVING,CURBS) GA1 FRONT GROCERY PLAN P2.1 PLUMBING DETAILS R3 REFRIGERATION DETAILS SSM-1 STOP SIGNS AND MARKINGS PLAN D1 DEMOLITION PLAN GA1.1 FRONT GROCERY FINISH PLAN P3 PLUMBING SCHEDULES R3.1 REFRIGERATION DETAILS SECP-1 DEMOLITION AND SITE CONSTRUCTION PLAN C�w z D1.1 ENLARGED DEMO PLANS GA2 REAR GROCERY PLAN R3.2 REFRIGERATION DETAILS SECP-2 DEMOLITION AND SITE CONSTRUCTION PLAN z z w Al FLOOR PLAN GA3 GROCERY DETAILS MECHANICAL R3.3 REFRIGERATION DETAILS SECP-3 STOP SIGNS AND PAVEMENT MARKINGS DETAILS J o 0 A1.1 FLOOR FINISH PLAN OPDSP1 OPD SITE PLAN M1.1 ENLARGED MECHANICAL PLANS SECP-4 STOP SIGNS AND PAVEMENT MARKINGS DETAILS N A2 EXTERIOR ELEVATIONS OPD1 OPD FLOOR PLAN AND DETAILS M1.2 ENLARGED MECHANICAL PLANS ELECTRICAL CSS-1 SPECIFICATIONS SHEET Q A2.1 EXTERIOR DETAILS AND SIGNAGE OPD1.1 OPD DOOR PLAN&SECTION DETAILS M2 MECHANICAL DETAILS E1 LIGHTING PLAN CSS-2 SPECIFICATIONS SHEET w A3 SECTIONS AND DETAILS OPD1.2 OPD ROOF PLAN&DETAILS M3 MECHANICAL SCHEDULES E1.1 LIGHTING FEATURE PLAN CS1.0 DEMOLITION PLAN A4 ROOF PLAN AND DETAILS OPD2 OPD EXTERIOR ELEVATIONS M4 MECHANICAL COMPLIANCE E1.2 ENLARGED LIGHTING PLAN CS2.0 SITE PLAN m A4.1 AHU/RTU REPLACEMENT OPD3 EDGE PROTECTION AT STEEL JOIST BAS1 BUILDING AUTOMATION SYSTEM E1.3 ENLARGED LIGHTING PLAN CS2.1 HORIZONTAL CONTROL PLAN ° A5 ENLARGED PLANS,ELEVATIONS AND DETAILS ElA LIGHTING DETAILS AND SCHEDULES CS2.2 SITE SIGNAGE PLAN A5.1 RESTROOM PLANS AND DETAILS STRUCTURAL REFRIGERATION E2 POWER PLAN CS2.3 SITE DETAILS ISSUE BLOCK A5.2 RESTROOM FLOOR FINISH PLANS AND DETAILS SO GENERAL STRUCTURAL INFORMATION BASRO BUILDING AUTOMATION SYSTEM E2.1 POWER DROP PLAN CS3.0 GRADING PLAN A5.3 RESTROOM FINISH PLANS AND DETAILS S1 FOUNDATION AND FRAMING PLANS BASR1 BUILDING AUTOMATION SYSTEM E2.2 ENLARGED POWER PLANS CS4.0 EROSION AND SEDIMENT CONTROL PLAN A5.4 ENLARGED PLANS AND DETAILS S2 FOUNDATION DETAILS BASR2 BUILDING AUTOMATION SYSTEM E2.3 ENLARGED POWER PLANS A6 REAR OFFICE PLAN S2.1 FOUNDATION DETAILS BASR3 BUILDING AUTOMATION SYSTEM E3 ELECTRICAL DETAILS A6.1 PARTITION TYPES AND WALL DETAILS S3 ROOF FRAMING DETAILS BASR4 BUILDING AUTOMATION SYSTEM E4 ELECTRICAL ONE-LINE,DETAILS AND A8 DOOR SCHEDULE AND FINISHES S4 GENERAL SCHEDULES AND DIAGRAMS BASR5 BUILDING AUTOMATION SYSTEM SCHEDULES A9 CASEWORK S5 FRAMING DETAILS S6 REFRIG UNIT PLAN AND DETAILS BUILDING CODE SUMMARY DEFERRED VICINITY MAP GENERAL NOTES NAME OF PROJECT ARLINGTON,WA i-a•.- STREET ADDRESS 4010 172ND ST NE ARLINGTON,WA,98223 SUBMITTALS ITTAL _;r""'. _•?4�� 1. BUILDING IS FULLY SPRINKLERED AS REQUIRED BY CONTRACT DOCUMENTS PROPOSED USE RETAIL PLANS FOR DEFERRED SUBMITTAL ITEMS SHALL BE a. r' - SUBMIT FIRE SPRINKLER SYSTEM DRAWINGS AND SUBMITTED PRIOR TO INSTALLATION.THEY SHALL BE '{� CALCULATIONS TO AUTHORITIES HAVING CODES BUILDING CODE 2021 IEBC WITH WASHINGTON STATE SUBMITTED UNDER SEPARATE COVER BY THE GENERAL e I _ JURISDICTION(FIRE DEPARTMENT AND FIRE AMENDMENTS,WORK AREA METHOD, CONTRACTOR OR HIS/HER SUB-CONTRACTORS OR i.� K. { , MARSHAL) CHECKED BY:JCM KO ADDITION AND LEVEL 2 ALTERATION OTHERS,BUT SHOULD ALL BE COORDINATED WITH THE 1� ; e - OBTAIN ALL APPROVALS PRIOR TO FABRICATION OR ELECTRICAL CODE 2020 NATIONAL ELECTRICAL CODE GENERAL CONTRACTOR.PLANS FOR THE DEFERRED � + "�+1(1 INSTALLATION DRAWN BY: TMG PLUMBING CODE 2021 UPC WITH WASHINGTON STATE SUBMITTAL ITEMS SHALL BE SUBMITTED IN A TIMELY 2. OWNER WILL PROVIDE,OR HAS ALREADY PROVIDED,FIRE AMENDMENTS MANNER BUT NOT LESS THAN 30 BUSINESS DAYS PRIOR - EXTINGUISHERS IN ACCORDANCE WITH NFPA 10 PROTO CYCLE: 05/30/25 MECHANICAL CODE 2021 INTERNATIONAL MECHANICAL CODE TO INSTALLATION.ALL COMMENTS RELATED TO THE AUTHORITY HAVING JURISDICTION WILL APPROVE DEFERRED SUBMITTALS MUST BE ADDRESSED TO THE FINAL FIRE EXTINGUISHER LOCATIONS. DOCUMENT DATE: 09/03/25 WITH WASHINGTON STATE AMENDMENTS _ 3. WALMARTS ALARM CENTRAL'S ENGINEERING TEAM HAS SATISFAC T ION OF THE PLAN CHECK DIVISION PRIOR TO FIRE CODE 2021 IFC WITH WASHINGTON STATE APPROVAL OF THE SUBMITTAL ITEMS.I/WE UNDERSTAND a •tl ' CONTACTED THE AUTHORITY HAVING JURISDICTION FOR AMENDMENTS THAT I/WE WILL NOT BE AUTHORIZED ANY INSPECTION OF r PRE-PLAN DATA ABOUT STATE AND LOCAL ACCESSIBILITY CODE 20171CC A117.1 THE DEFERRED ITEMS PROPOSED PRIOR TO THE P e' REQUIREMENTS THAT DIFFER FROM THE NATIONALLY SUBMITTAL AND APPROVAL OF PLANS AND/OR I� PUBLISHED CODES AND STANDARDS '' �_ "� 1 A COMPLETE SITE SPECIFIC SUBMIT OCCUPANCY M-MERCANTILE;WHOLESALE OR RETAIL STORE MAIN SUBMITTAL IS BEING CALCULATIONS FOR THOSE DEFERRED ITEMS. OCCUPANCY) ( �T MADE DIRECTLYTO THE AUTHORITY HAVING Si-STORAGE AREA;MOTOR VEHICLE STATION AND DEFERRED SUBMITTALS INCLUDE,BUT ARE NOT LIMITED - JURISDICTION RECEIVING AND STOCKROOMS(MIXED OCCUPANCY) TO: NORTH OPTION 3 QUESTIONS SHALL BE DIRECTED TO 1-800.530-9924, A2-ASSEMBLY USE;BREAKROOM AND FOOD TENANT FIRE SPRINKLER 4. THE MAXIMUM STORAGE HEIGHT IS TWELVE FEET EXCEPT (ACCESSORY TO MAIN OCCUPANCY) FIRE ALARM GENERAL SCOPE OF WORK IN THE GENERAL MERCHANDISE RECEIVING AREA B-BUSINESS;NON FOOD TENANT(ACCESSORY TO MAIN IMMEDIATELY ADJACENT TO THE DOCK DOORS SEPERATE PERMIT SALES FLOOR:MOVE LOCATION OF DRESSING ROOMS 15 FEET F CLASKROOMS WILL HAVE COMMODITIES I STACKING HEIGHNGL OCCUPANCY) EXTERIOR SURFACES:CLEAN,PREP AND PAINT T OF Fi-FOOD PREP 15 FEET OF CLASS I-IV COMMODITIES IN FIXED,SINGLE TYPE OF CONSTRUCTION V-B UNPROTECTED(SPRINKLERED) AND ELECTRONICS DESK AND ADD DIGITAL DISPLAY AND DOUBLE ROW RACKS EXTERIOR SIGNAGE BOARDS;CLEAN,PREPARE AND PAINT WALLS THE STACKING HEIGHT OF THE ROLLING RACK AREA INTERIOR WALLS:CLEAN,PREP AND PAINT WILL NOT EXCEED 12 FEET PHARMACY:RELOCATE AND ADD STICK BUILT 5. REINSTALL ALL FIRE EXTINGUISHERS IMMEDIATELY ALLOWABLE AREA UNLIMITED PHARMACY FOLLOWING COMPLETION OF FINAL FINISH TO MOUNTING PHOTO LAB:RELOCATE SURFACE FIRE PROTECTION BUILDING IS EQUIPPED THROUGHOUT WITH AN AUTOMATIC GARDEN CENTER:PAINT AND CLEAN AS NOTED,ADD 6. REFER TO GENERAL CONTRACTOR PERMIT, SPRINKLER SYSTEM AND IS SURROUNDED ON ALL SIDES BY EGRESS DOOR REGISTRATION,NOTIFICATION INSPECTION AND 60 FEET MINIMUM OF PERMANENT OPEN SPACE.UNLIMITED RESTROOMS:REFURBISH CUSTOMER AND FAMILY INSTALLER CERTIFICATION(GCPRN)REPORT LOCATED IN AREA CRITERIA IS APPLICABLE. RESTROOMS.REPLACE SINKS AND ACCESSORIES. GC PERMIT INFORMATION FOLDER ON OWNER'S INSTALL FINISHES. DOCUMENT DELIVERY WEBSITE BREAKROOM:REMODEL,INSTALL NEW FIXTURES AS NOTED • CUSTOMER SERVICE:RELOCATE,REPLACE MILLWORK • /8 REGISTERED AND UPDATE FINISHES AS NOTED ARCHITECT CASHWRAPS:REPLACE/RELOCATE.ADD REFRIGERATION CASES. GROCERY:CLEAN AND INSTALL FINISHES.ADD REFRIGERATION CASES,EQUIPMENT,AND DIGITAL DISPLAYS. �1ARIAH'1EYER • ENTRY VESTIBULES:CLEAN AND PAINT,ADD RUBBER VSTATE OF WASHINGTON FLOORING • EXISTING ROOF:INSTALL(1)RTU,(1)EXHAUST FAN,(2) GLYCOL SKID,(1)RCU. • SIGNAGE:INSTALUREPLACE EXTERIOR SIGNS AS 09/24/2025 NOTED ONLINE PICKUP:ADD BUILDING EXPANSION FOR ONLINE PICKUP STORAGE AREA.ADD(1)RTU AND(2)RCU. AUTO CENTER:DIY TANK RELOCATION.UPDATE FINISHES AS NOTED MOTHER'S ROOM:BUILD MOTHER'S ROOM REAR OFFICES:REMODEL OFFICE LAYOUT AND UPDATE FINISHES AS NOTED VISION CENTER:ADD NEW DISPLAY EQUIMENT AND NEW FINSHES.PAINT AND CLEAN • STOCKROOM:REMOVE FAST-SORT MACHINE AND COVER REPLACE WITH RACKING SHEET ARCHITECTURAL STRUCTURAL FIRE PROTECTION PLUMBING MECHANICAL REFRIGERATION ELECTRICAL RACKING CIVIL BUILDING OFFICIAL BRR ARCHITECTURE,INC. JOHNSTON BURKHOLDER ASSOCIATES GPW&ASSOCIATES HARGIS ENGINEERS,INC. HARGIS ENGINEERS,INC. HARGIS ENGINEERS,INC. HARGIS ENGINEERS,INC. JOHNSTON BURKHOLDER ASSOCIATES GALLOWAY CITY OF ARLINGTON COMMUNITY ARCHITECT OF RECORD ENGINEER OF RECORD ENGINEER OF RECORD ENGINEER OF RECORD ENGINEER OF RECORD ENGINEER OF RECORD ENGINEER OF RECORD ENGINEER OF RECORD ENGINEER OF RECORD &ECONOMIC DEVELOPMENT SHEET: e 8131 METCALF AVENUE,SUITE 300 930 CENTRAL 1001 NEW HAMPSHIRE ST 1201 THIRD AVE,SUITE 600 1201 THIRD AVE,SUITE 600 1201 THIRD AVE,SUITE 600 1201 THIRD AVE,SUITE 600 930 CENTRAL 5500 GREENWOOD PLAZA BLVD,SUITE 200 BUILDING SERVICES DIVISION OVERLAND PARK,KANSAS 66204 KANSAS CITY,MISSOURI 64105 LAW RENCE,KS 66044 SEATTLE,WASHINGTON 98101 SEATTLE,WASHINGTON 98101 SEATTLE,WASHINGTON 98101 SEATTLE,WASHINGTON 98101 KANSAS CITY,MISSOURI 64105 GRREENWOOD VILLAGE,CO 80111 18204 59TH AVE NE ARLINGTON,WA 98223 RESPONSIBILITY MATRIX THE PURPOSE OF THIS DOCUMENT IS TO PROVIDE EASY ACCESS TO SOME OF THE IMPORTANT INFORMATION NEEDED FOR THIS PROJECT.THIS MATRIX IS NOT AN INCLUSIVE SCOPE OF WORK AND DOES NOT REPLACE THE REQUIREMENTS IDENTIFIED IN THE REST OF THE CONTRACT DOCUMENTS. ITEM DESCRIPTION FURNISHED BY INSTALLED BY COORDINATION TASK CONTACT PHONE AND EMAIL LOCATION IN DOCUMENTS RESTROOM PARTITION FIELD VERIFICATION TEMPLATE-SUBMISSION TO THE 800-459-7099 PRE-SELECTED SUPPLIER GC GC GC-COMPLETE THE TEMPLATE AND RETURN EARLY TO ENSURE ON-TIME DELIVERIES OF PARTITIONS. HJC W W W.HJCINC.COM/TPDEMS.PDF SPECIFICATION 10160 ARCHITECT OF RECORD: OWNER(THIRD MELISSA MAKER BRR ARCMITHITECTURE,INC SCENT SYSTEM OWNER PARTY COORDINATE INSTALL WITH OWNER SUPPLIED VENDOR AFTER RESTROOM ELECTRICAL WORK IS COMPLETE PER SPEC PROLITEC,INC CUSTOMER CARE-DISPATCHER, SPECIFICATIONS APPENDIX A F AveNUE VENDOR) PROLITEC,INC. ovFBwxo sA sszsa 414.615.4602 STANLEY ACCESS TECHNOLOGIES, - - FARMINGTON,CT FAx.szz-zsx-soaa CONTACT:CARLA MESSINA,NATIONAL ACCOUNTS PROJECT STANLEY ACCESS MANAGER, GC TO CONFIRM DOOR MANUFACTURER'S ROUGH OPENING AND DRAWINGS DIMENSIONS BEFORE DOORS CAN BE BUILT AND SHIPPED. TECHNOLOGIES (860)801-0267 REF SPECIFICATION 01600 FOR AUTO SLIDING DOOR PACKAGES,INCLUDING PICKUP OR EXPANSION DOORS. OWNER OWNER DOOR PRODUCTION DOES NOT BEGIN UNTIL ROUGH OPENINGS ARE CONFIRMED. LONG LEAD TIMES DORMA USA D A INDIANAPIANAPOLIS,IN CONTACT:LENA HALL,NATIONAL ACCOUNTS PROJECT MANAGER (800)677-9848 �o rcpa.° rwn o " 'zww 542 g PROPAK: w o =oF'�urcz3WO SALVAGE PICKUP REFRIGERATION EQUIPMENT N/A N/A 1.GC TO PALLETIZE EQUIPMENT AND CON CT PROPAK FOR REMOVAL.GC TO REMOVE REFRIGERATED EQUIPMENT.PROPAK TO DECOMMISSION EQUIPMENT AND REMOVE REFRIGERANT. 2. PROPAK PROPAK CONTACT:DONALD PARTAIN-walmart@propak.com SPEC SECT 02023a TA 3t¢Srcaw'a„om 3.GC TO LOAD PALLETIZED REFRIGERATED EQUIPMENTON TRUCK FOR REMOVAL FROM SITE. OLL � Haoro€ €6 Z � ¢WMjpz°Hz °z BOLLARDS INDICATED ON THE DRAWINGS WILL BE SHIPPED TO THE STORE FOR GC INSTALL. MCCUE CORPORATION: REPLACE SCREW ANCHORED 4"X 32"SS BOLLARDS AT ENTRY SLIDING MCCUE CORPORATION KAITLYN THIBAULT,(800)800-8503,KTHIBAULT@MCCUE.COM GC TO VERIFY WITH STORE PLANNER IF EAS PEDESTALS ARE TO BE REPLACED.N SA1,AND,OPD1 CO IS RESPONSIBLE FOR EAS PEDESTAL (BOLLARDS) DOORS BEING UP oo g o m L DATE D WITH RUBBER FLOOR AND AT EAS PEDESTALS BEING OWNER GC g3 _ - - REPLACEMENT.GC TO COORDINATE THE FOLLOWING ITEMS WITH TYCO: TYCO: a w ° 5 REPLACED AT EO 'a w'wp5€ -INSTALLATION SCHEDULE WHEN EAS PEDESTALS ARE INSTALLED AT LOCATIONS WITH RUBBER FLOORING TYCO(EAS PEDESTALS) DAVE KATZ,(561)212-8932,david.katz@jci.com -VERIFY IF EXISTING CONDUIT IS SUFFICIENT WHEN PEDESTALS ARE TO BE INSTALLED MARTY MANWILLER,(479)295-6173,martin.manwiller@jci.com SPILL STATION ATTACHMENTS GC GC GC TO COORDINATE WITH IN-STORE AP MANAGER ON LOCATION OF WHERE TO ATTACH CLEAN/SPILL STATIONS WITHIN THE STORE N/A N/A SA1 BID ALLOWANCE SCHEDULE PLUMBING LINE JETTING AND CAMERA$COPING FOR RESTROOM REFRESH GC TO JET PLUMBING LINES AND CAMERA SCOPE PLUMBING LINES AFTER WORK IN RESTROOM AREA IS COMPLETE.THE PRIMARY PROJECTS GC GC PURPOSE OF SCOPING IS TO ENSURE PLUMBING LINES ARE FREE OF CONSTRUCTION RELATED DEBRIS AND OBSTRUCTIONS.ANY N/A N/A P1.1 STRUCTURAL ISSUES IDENTIFIED DURING SCORING TO BE ADDRESSED WITH WM CONSTRUCTION MANAGER. GC TO STORE DIAMOND PLATE ON SITE.GC TO INSTALL DIAMOND PLATE RAIL AND REMOVE/DISPOSE OF ALL WASTE MATERIAL AFTER SPECIFICATIONS:SPEC SECTION 10260,APPENDIX A(SECTIONS rq INSTALL. 05500&10260) z CONCEPT STORE FIXTURES: REFRIGERATED CASE RAIL: CSF(MATERIAL) MIKE LYONS,(704)340-8993, GA1,GA1.1,GA2 y DIAMOND PLATE IMPACT PROTECTION OWNER GC -GC TO REMOVE EXISTING CASE PROTECTION RAIL AND CORNER GUARDS,FILL EXISTING ANCHOR HOLES AND INSTALL NEW DIAMOND MLYONS@CONCEPTFIXTURES.COM Z MCCUE CORPORATION SPECIFICATIONS:APPENDIX A(SECI 0 PLATE RAIL PROTECTION SYSTEM (MATERIAL) MCCUE CORPORATION: 10260) KAITLYN ROAF,(800)800-8503,KROAF@MCCUE.COM STEEL COLUMNS: Al Q -GC TO PAINT COLUMNS AS NOTED IN CONSTRUCTION DOCUMENTS -GC TO ADHERE DIAMOND PLATE WAINSCOT TO COLUMNS WITH ADHESIVE.USE H-SEAM TRIM AT SEAMS BETWEEN SHEETS.C CHANNEL SPECIFICATIONS:APPENDIX A(SEC TRIM AT TOP OF WAINSCOT,AND PROVIDE RIVETS FOR ADDED ATTACHMENT 05500)AND SPEC SECT 05500 0 0 N COMCO: N COMCO SYSTEMS,INC CARYSSA HEATH,(800)533-3794 X226 OR(940)465-4007, m THIRD PARTY CHEATH@COMCOSYSTEMS.COM. SP SHEETS AND PHARMACY O 0 Q PNEUMATIC TUBES GC (QTS OR GC COORDINATES AND PURCHASES FROM APPROVED VENDOR.APPROVED VENDOR INSTALLS PNEUMATIC TUBE SYSTEM. QTS(FORMERLY QUICK SHEETS 3 p COMCO) TUBE SYSTEMS) RAY EPPS(SALES),(832)717-0549 X101, LLD ZO o p REPPS@QTSINC.COM ZF O �, a moo` Z a V Ld z o zZFof o �o JoF- N Qo m m Q ISSUE BLOCK CHECKED BY:JCM KO DRAWN BY: TMG PROTO CYCLE: 05/30/25 DOCUMENT DATE: 09/03/25 /8 REGISTERED ARCHITECT V �1ARIAH'1EYER STATE OF WASHINGTON 09/24/2025 ESPONSIBILIT MATRIX SHEET: //� CZ a WALK-IN BOX PROJECTS PUMP SKID INSTALLATION CASE INSTALLATION KE2 THERM CASE CONTROLLER/RE2 INSTALLATION MATRIX LEGEND "'NOTE '-NOTE*'* —NOTE""" "'NOTE— ABBREVIATION DESCRIPTION THIS DOCUMENT IS INTENDED TO DESCRIBE IMPORTANT ELEMENTS OF THIS PROJECT AND TO DEFINE THE RESPONSIBLE PARTIES FOR THIS THIS DOCUMENT IS INTENDED TO DESCRIBE IMPORTANT ELEMENTS OF THIS PROJECT AND TO DEFINE THIS DOCUMENT IS INTENDED TO DESCRIBE IMPORTANT ELEMENTS OF THIS PROJECT AND TO DEFINE THE RESPONSIBLE THIS DOCUMENT IS INTENDED TO DESCRIBE IMPORTANT ELEMENTS OF THIS PROJECT AND TO DEFINE THE RESPONSIBLE RC REFRIGERATION CONTRACTOR AND SUB-CONTRACTORS WORK STREAM.IT IS NOT MEANT TO BEAN EXHAUSTIVE SOURCE OF INFORMATION OR ACOMPLETE SCOPE OFWORK.IT SHALL BE READAND THE RESPONSIBLE PARTIES FOR THIS WORK STREAM.IT IS NOT MEANT TO BE AN EXHAUSTIVE SOURCE PARTIES FOR THIS WORK STREAM.IT IS NOT MEANT TO BE AN EXHAUSTIVE SOURCE OF INFORMATION ORA COMPLETE PARTIES FOR THIS WORK STREAM.IT IS NOT MEANT TO BE AN EXHAUSTIVE SOURCE OF INFORMATION OR A COMPLETE SCOPE GENERALCONTRACTORANDSUB-CONTRACTORS USED IN CONJUNCTION WITH ADDITIONAL,DETAILED INFORMATION IN THE WALMART PROJECT DRAWINGS AND SPECIFICATIONS,AND IN OF INFORMATION OR A COMPLETE SCOPE OF WORK.IT SHALL BE READ AND USED IN CONJUNCTION WITH SCOPE OF WORK.IT SHALL BE READ AND USED IN CONJUNCTION WITH ADDITIONAL,DETAILED INFORMATION IN THE OF WORK.IT SHALL BE READ AND USED IN CONJUNCTION WITH ADDITIONAL,DETAILED INFORMATION IN THE WALMART 0 GC G PUBLICATIONS AVAILABLE FROM THE MANUFACTURER. ADDITIONAL,DETAILED INFORMATION IN THE WALMART PROJECT DRAWINGS AND SPECIFICATIONS,AND PROJECT DRAWINGS AND SPECIFICATIONS,AND IN PUBLICATIONS AVAILABLE FROM THE MANUFACTURER. PROJECT DRAWINGS AND SPECIFICATIONS AND IN PUBLICATIONS AVAILABLE FROM THE MANUFACTURER. BAS BAS VENDOR RESPONSIBLE PARTY IN PUBLICATIONS AVAILABLE FROM THE MANUFACTURER. ORIGINAL RACK EQUIPMENT MANUFACTURER,ORIGINAL CASE EQUIPMENT ARCHITECT OF RECORD: BATTEN AND SEAL RELINE REPLqOEMMMT RESPONSIBLE PARTY RESPONSIBLE PARTY RESPONSIBLE PARTY OEM MANUFACTURER,AHU MANUFACTURER,RTU MANUFACTURER BRR ARCHITECTURE,INC # SCOPE OF WORK EVAPORA SCOPE OF WORK REMODEL CAPX r wvexBE REMODEL CAPX REMODEL CAPX REMODEL REPLACEMENTS NEW EQUIPMENT KE2 RE2 KE2 THERM PS WALK-IN BOX PANEL SUPPLIER —ER—..vwax as ssxoa FURNISH THE PUMP SKIDS,ELECTRICAL PANELS,BATTERY BACKUP, # SCOPE OF WORK REMODEL CAPX REMODEL CAPX # SCOPE OF WORK CASE CONTROLLER DEPENDING ON THE SCOPE OF WORK,FURNISH BATTEN AND SUBCOOLING EQUIPMENT,AND SENSORS AS REQUIRED TO COMPLETE OEM/WMT OEMM/MT WMT WALMART 1 PS/WMT PS/WMT PS/WMT PSM/MT PSM/MT ...rr,.n..,.�n. SEAL,RELINE WALK-IN PANELS,OR REPLACE BOX. THE PROJECT. 1 FURNISH THE CASES. OEMMMT OEMM/MT OEMM/MT OEMNJMT DEPENDING ON THE SCOPE OF WORK,FURNISH EVAPORATORS AS REMODEL CAPX REMODEL CAPX SUPPLIER OF AHU ADAPTER CURBS,RTU ADAPTER CURBS AND WALMARTS - - 2 OEMIWMT OEM/WMT OEMMMT OEMIWMT OEMIWMT FURNISHANYCURBS,ADAPTER CURBS AND HOLD DOWN(HURRICANE) 2 FURNISH AND INSTALL ALL(REFRIGERANT AND DRAIN)PIPING. RC RC RC RC AES EQUIPMENTSALVAGE PARTNER —.,.-xsx-soaaREQUIRED. CLIPS/BRACKETS AND MOUNTING HARDWARE REQUIRED FOR THE AES AES3DEPENDING ON THE SCOPE OF WORK,FURNISH EVAPORATOR OEMM/MT OEMIWMT OEMNVMT OEMNVMT OEMIWMT PUMP SKIDS. 3 FURNISH ALL FIELD-INSTALLED REFRIGERATION VALVES. OEMM/MT OEMM/MT OEMNVMT OEMNJNIT 1 FURNISH THE KE2 THERM EVAPORATOR CONTROL PANELS,SENSORS WMT WMT WMT WMT WTC WATER TREATMENT CONTRACTOR CONTROL PANELS 4 FURNISH AND INSTALL ALL ISOLATION BALL VALVES. RC RC RC RC AND OTHER DEVICES AS REQUIRED TO COMPLETE THE PROJECT. MC MECHANICAL CONTRACTOR AND SUB-CONTRACTORS FURNISH AND INSTALL ALL(REFRIGERANTANDDRAIN)PIPING. RC RC RC RC RC CARRY OUT ANY STRUCTURAL WORK REQUIRED AND AS INCLUDED ON CONTACTS 5 FURNISH ALL FIELD-INSTALLED REFRIGERATION VALVES. OEMM/MT OEMNUMT OEMIWMT OEMIWMT OEMIWMT OEMNVMT 3 THE STRUCTURAL ENGINEERING DRAWINGS.OBTAIN HOT WORK GC GC 5 INSTALL ALL FIELD INSTALLED REFRIGERATION VALVES. RC RC RC RC FURNISH AND INSTALL ALL REFRIGERANT PIPING,AND ALL FIELD PERMITS AS REQUIRED. FURNISH AND INSTALL ALL FACTORY INSTALLED 2 INSTALLED REFRIGERATION VALVES NECESSARYTO COMPLETE THE RC RC RC RC 6 FURNISH ALL ISOLATION VALVES. RC RC RC RC RC RC COORDINATE AND INSTALL OWNER FURNISHED SCREENING AS 6 OEMM/MT OEMM/MT OEMIWMT OEMIWMT REFRIGERATION VALVES. WORK. CONTACT EMAIL 7 FIELD-INSTALL ALL REFRIGERATION VALVES. RC RC RC RC RC RC 4 REQUIRED BY AHJ AND AS INCLUDED ON CONSTRUCTION DRAWINGS GC GC FURNISH ALL CONTROLS CABLING AS NECESSARY TO NOVAR WMSE@NOVAR.COM FURNISH AND INSTALL ALL(REFRIGERANT AND DRAIN)PIPING,AND ALL 7 BAS BAS BAS BAS FURNISH AND INSTALL CONDUITBACEWAV(S)AS REQUIRED FOR BAS 8 FURNISH ALL CONTROLS CABLING AS NECESSARY TO COMPLETE BAS BAS BAS BAS BAS BAS 5 FIELD INSTALLED REFRIGERATION VALVES NECESSARY TO COMPLETE RC RC COMPLETE THE WORK.(24 VOLTS OR LESS) 3 CABLING INSTALLATION EC RC EC RC COPELAND WALMARTSUPPORT@COPELAND.COM THE WORK.24 VOLTS OR LESS w INSTALL AND TERMINATE CONTROLS WIRING(24 VOLTS OR LESS) THE WORK. DIGITAL OPERATIONS CENTER I RMSUPPORT@WALMART.COM PROVIDE AN UPDATED AND COMPLETE TYPEWRITTEN CIRCUIT FURNISH ALL CONTROLS CABLING AS NECESSARY TO COMPLETE THE rn g H w w gg 9 RC RC RC RC RC RC FURNISH ANY BAS PANELS,AUXILIARY BOARDS AND OTHER CONTROL 4 BAS BAS BAS BAS REGULATORY FORM SUBMISSION MCEQUIP@WALMART.COM ] n�zwd AS DETAILED ON THE PRINTS. 6 BAS BAS 8 IDENTIFICATION SCHEDULE FOR EVERY PANELBOARD GC GC GC GC WORK.24 VOLTS OR LESS o rz COMPONENTS REQUIRED TO COMPLETE THE PROJECT. ( ) w i 3 FURNISH AND INSTALL ALL ELECTRICAL POWER CABLING FROM AFFECTED BY THIS PROJECT. 3 0 0 w$ 10 POWER SOURCE TO THE EVAPORATOR CONTROL PANEL IF GC GC GC GC GC GC 7 FURNISH ALL CONTROLS CABLING AS NECESSARYTO COMPLETE THE BAS BAS INSTALL AND TERMINATE CONTROLS WIRING(24 VOLTS OR LESS)AS ROOFTOP AND AIR HANDLING UNIT(RTU AND AHU) WORK.24VOLTSORLESS 5 BASC BASC BASC BASC agNaw<�pN NECESSARY. DETAILED ON THE PRINTS. O g ' LL - INSTALLANDTERMINATEFURNISHEDCONTROLSWIRING(24 —NOTE'- j�oarc ��€p� TERMINATE POWER CABLES TO THE EVAPORATOR CONTROL INSTALL AND TERMINATE CONTROLS WIRING(24 VOLTS OR LESS)AS 9 VOLTS OR LESS AS DETAILED ON THE PRINTS. RC RC RC RC Z � a°€e" 11 RC RC RC RC RC RC 8 RC RC ) FURNISH AND INSTALL ALL ELECTRICAL POWER CABLING FROM THIS DOCUMENT IS INTENDED TO DESCRIBE IMPORTANT ELEMENTS OF THIS PROJECT AND TO DEFINE THE O 3¢a$ti o i N o€o PANEL. DETAILED ON THE PRINTS. 6 GC RC GC RC - �o'a RESPONSIBLE PARTIES FOR THIS WORK STREAM.IT IS NOT MEANT TO BEAN EXHAUSTIVE SOURCE OF w3 e¢w PREFABRICATE AS MUCH OF THE PIPE WORK AND ELECTRICAL PROVIDE ELECTRICAL POWER CABLING FROM POWER SOURCE POWER SOURCE. 5 z 4wa oy3o€a�!-W CONDUIT AS POSSIBLE AND MOUNT ANY DEVICES IN ORDER TO 9 TERMINATE ALL POWER CABLES. RC RC 10 GC GC GC GC INFORMATION OR A COMPLETE SCOPE OF WORK.IT SHALL 8E READ AND USED IN CONJUNCTION WITH g 3 Qo°n z w~o m x 12 RC RC RC RC RC RC TO THE FIRST CASE IN THE CIRCUIT. TERMINATE POWER CABLES TO THE KE2 THERM CASE CONTROLLERS) ADDITIONAL,DETAILED INFORMATION IN THE WALMART PROJECT DRAWINGS AND SPECIFICATIONS,AND IN O o o�s ° 3 REDUCE THE AMOUNT OF"DOWNTIME"NEEDED TO COMPLETE 7 RC RC RC RC IL o�w Marc Now og AND/OR RE2(S). PUBLICATIONS AVAILABLE FROM THE MANUFACTURER. r?'o 5 THE INSTALLATION. PROVIDE ALL"SLAVE"WIRING FROM FIRST CASE TO REMAINING 11 RC RC RC RC m = �o ysopV 13 COORDINATE THE INSTALLATION TIME WITH STORE MANAGEMENT. GC GC GC GC GC GC PREFABRICATE AS MUCH OF THE PIPE WORK AND ELECTRICAL CASES ON THE CIRCUIT. COORDINATE THE INSTALLATION TIME WITH STORE MANAGEMENT. RESPONSIBLE PARTY 14 OBTAIN HOT WORK PERMITS AS REQUIRED. GC GC GC GC GC GC 10 CONDUIT AS POSSIBLE AND MOUNTANY DEVICES IN ORDER TO RC RC PREFABRICATE AS MUCH OF THE ELECTRICAL CONDUIT AS POSSIBLE, REDUCE THE AMOUNT OF"DOWN TIME"NEEDED TO COMPLETE THE PREFABRICATE AS MUCH OF THE PIPE WORK AND ELECTRICAL ROUTE POWER AND CONTROLS CABLES AND MOUNT ANY DEVICES # SCOPE OF WORK 15 FURNISH TEMPORARY REFRIGERATED STORAGE AS NECESSARY. WMT WMT WMT WMT WMT WMT INSTALLATION. CONDUIT AS POSSIBLE AND MOUNT ANY DEVICES IN ORDER TO 8 GC RC RC RC NOTIFY DIGITAL OPERATIONS CENTER AT 12 REDUCE THE AMOUNT OF"DOWN TIME"NEEDED TO COMPLETE RC RC RC RC PRIOR TO FINAL CONNECTIONS BEING MADE IN ORDER TO REDUCE REMODEL CAPX RMSUPPORT@WALMART.COM MIN.24 HRS.IN ADVANCE OF THE THE INSTALLATION. THE AMOUNT OF"DOWN TIME"NEEDED TO COMPLETE THE 16 RC RC RC RC RC RC INSTALLATION. N.1 !S A WORK,UTILIZING PROGRAM CHANGE REQUEST(PCR)-TELL THEM FURNISH THE ROOF TOP UNITS/AIR HANDLING UNITS AND ANCILLARY ITEMS - 11 COORDINATE THE INSTALLATION TIME WITH STORE MANAGEMENT. GC RC 1 OEM OEM M WHAT CASES/SYSTEMS ARE BEING INSTALLED/REMOVED. COORDINATE THE INSTALLATION TIME WITH STORE (AIR INTAKE HOODS,CONDENSATE TRAPS ETC.) w - SUBMIT SUPPRESSION EMAIL 24 HOURS PRIOR TO SHUTTING 12 OBTAIN HOT WORK PERMITS AS REQUIRED. GC GC 13 MANAGEMENT. GC GC GC GC IF THE KE2 PANEL IS BEING RETROFITTED TO AN EXISTING WALK-IN v m 3 DOWN ANY REFRIGERATION SYSTEMS,HVAC SYSTEMS,OR 9 BOX,ENSURE THAT THE WALK-IN BOX DOOR IS KEPT CLOSED AS MUCH RC RC N/A N/A FURNISH ANY CURBS,ADAPTER CURBS AND HOLD DOWN(HURRICANE) 0 w - BUILDING AUTOMATION CONTROL SYSTEMS,SEND E-MAIL TO NOTIFY THE BAS VENDOR AT WMSE@NOVAR.COM OR 14 OBTAIN HOT WORK PERMITS AS REQUIRED. GC GC GC GC AS POSSIBLE DURING THE TIME IN WHICH THE CONVERSION WORK IS 2 CLIPS/BRACKETS AND MOUNTING HARDWARE REQUIRED FOR THE RTU/ AES AES 13 WALMARTSUPPORT@COPELAND.COM MIN.24 HRS.IN ADVANCE OF RC RC NOTIFY THE BAS VENDOR AT WMSE@NOVAR.COM OR BEING CARRIED OUT. AHU. Z =- oei RMSUPPORT@WALMART.COM.THE E-MAIL SHALL STATE W HAT, THEW UTILIZING PROGRAM CHANGE REQUEST(PCR)-TELL THEM WALMARTSUPPORT COPELAND.COM 24 HOURS IN ADVANCE FURNISH ANV BAS PANELS,AUXILIARY BOARDS AND OTHER CONTROL . 17 WHY,AND WHEN IT IS BEING SHUT DOWN AND HOW LONG IT IS RC RC RC RC RC RC @ SUBMIT SUPPRESSION EMAIL 24 HOURS PRIOR TO SHUTTING DOWN 3 BAS BAS ANTICIPATED TO BE DOWN.SEND A FOLLOW UP E-MAIL TO WHAT CASES/SYSTEMS ARE BEING INSTALLED/REMOVED. 15 OF THE WORK.TELL THEM WHICH LOADS WILL BE IMPACTED BY RC RC RC RC ANY COMPONENTS REQUIRED TO COMPLETE THE PROJECT. � <i RMSUPPORT@WALMART.COM AFTER THE WORK IS COMPLETE THE WORK. REFRIGERATION SYSTEMS,HVAC SYSTEMS,OR BUILDING AUTOMATION N =w AND THE SYSTEM IS BACK UP AND RUNNING. FURNISH AND INSTALL ALL MATERIALS NECESSARY,EXCEPT RAS CABLING, SUBMIT SUPPRESSION EMAIL 24 HOURS PRIOR TO SHUTTING CONTROL SYSTEMS,SEND E-MAIL TO NSRM@WALNIART.COM.THE E- 4 MC MC Z 10 RC RC RC RC TO COMPLETE THE WORK. O 18 REMOVE ALL REFRIGERATED PRODUCT FROM THE WALK-IN BOX WMT WMT WMT WMT WMT WMT DOWNANY MAIL SHALL STATE WHAT, AND WHEN IT IS BEING SHUT DOWN O THAT IS BEING IMPACTED. REFRIGERATION SYSTEMS,HVAC SYSTEMS,OR BUILDING AND HOW LONG IT IS ANTICIPATED TO BE DOWN.SEND A FOLLOW UP SUBMIT SUPPRESSION EMAIL 24 HOURS PRIOR TO SHUTTING DOWN AUTOMATION CONTROL SYSTEMS,SEND E-MAIL TO THE DIGITAL E-MAIL TO NSRM@WALMART.COM AFTER THE WORK IS COMPLETE AND 5 FURNISH AND INSTALL CABLING NECESSARYTO COMPLETE THE WORK. BAS BAS ANY OPERATIONS CENTER AT RMSUPPORT@WALMART.COM.THE E- THE SYSTEM IS BACK UP AND RUNNING. SHUT DOWN THE WALK-IN BOX THAT IS BEING IMPACTED.NOTE: REFRIGERATION SYSTEMS,OR BUILDING AUTOMATION CONTROL 16 MAIL SHALL STATE WHAT,WHY,AND WHEN IT IS BEING SHUT RC RC N/A N/A NOTIFY THE WALMART DIGITAL OPERATION CENTER AT NOTIFY THE WALMART DIGITAL OPERATIONS CENTER AT m ALLOW LOW TEMP ROOMS TO"DEFROST'FOR A PERIOD OF 72 SYSTEMS,SEND E-MAIL TO DIGITAL OPERATIONS CENTER AT DOWN AND HOW LONG IT IS ANTICIPATED TO BE DOWN.SEND A 11 RMSUPPORT WALMART.COM AND ADVISE THEM WHICH SYSTEM WILL RC RC RCERC 6 RMSUPPORT@WALMART.COM AND ADVISE THEM WHICH RTU'S WILL BE MC MC 1. 19 HOURS TO ENSURE ALL ICE HAS MELTED FROM THE PANELS.ICE RC RC RC RC RC RC 14 RMSUPPORT@WALMART.COM.THE E-MAIL SHALL STATE WHAT,WHY, RC RC FOLLOW UP E-MAIL TO RMSUPPORT@WALMART.COM AFTER BE IMPACTED BYTHE WORK. IMPACTED BYTHE WORK. MELT NEEDS TO BE KEPT CLEARED THROUGHOUT THIS TIME TO AND WHEN IT IS BEING SHUT DOWN AND HOW LONG IT IS ANTICIPATED THE WORK IS COMPLETE AND THE SYSTEM IS BACK UP AND ENSURE THAT WATER IS NOT REABSORBED BYTHE PANELS. TO BE DOWN.SEND A FOLLOW UP E-MAIL TO RUNNING. IF RETROFITTING,MOUNT AND WIRE KE2 THERM CASE CONTROLLER(S) 7 COORDINATE THE INSTALLATION TIME WITH STORE MANAGEMENT. GC MC %O N RMSUPPORT@WALMART.COM AFTER THE WORK IS COMPLETE AND AS PER PRINT.NOTE THAT MUST BE INSTALLED AS PER CAE OEM O W REMOVE ALL OF THE RACKING FROM INSIDE THE WALK-IN BOX REMOVE ALL REFRIGERATED PRODUCTS FROM THE CASES 12 GUIDELINES.THIS INCLUDE SUPPLY AIR TEMPERATURE SENSOR, N/A N/A RC 20 WMT RC WMT RC WMT RC THE SYSTEM IS BACK UP AND RUNNING. 17 WMT WMT N/A N/A ARRANGE FOR AND COORDINATE CRANE SERVICE TO REMOVE AND/OR O THAT IS BEING IMPACTED. THAT ARE BEING REPLACED. DEFROST TERMINATION TEMPERATURE SENSOR,IF APPLICABLE 8 MC MC SUCTION LINE TRANSDUCER AND COIL TERMPERATURE SENSOR INSTALL /AHU'S. / Q REMOVE ANY PROTECTION DEVICES/STRUCTURES THAT WILL REMOVE ALL OF THE ASSET PROTECTION(BUMP GUARDS) 9 DECOMMISSIOISSIO N AND REMOVE THE OLD RTU'S/AHU'S. MC MC > 3:" 21 IMPEDE THE COMPLETION OF THE WORK. GC RC GC RC GC RC 18 FROM AROUND THE CASES. GC GC N/A N/A MOUNT KE2 THERM RE2 PANEL ON THE EXTERNAL WALL OF THE O FREEZER/COOLER TO WHICH THE CONTROLLER IS CONNECTED.ON CARRY OUT ANY STRUCTURAL WORK REQUIRED AND AS INCLUDED ON THE J�Q� REMOVE ALL UTILITIES(CONDENSATE PIPING,CONDUITS,J-BOX, ARRANGE FOR AND COORDINATE CRANE SERVICE TO INSTALL ROOF 13 THE DOOR WALL OF THE BOX,IN AN ACCESSIBLE POSITION THAT IS RC RC N/A N/A 10 STRUCTURAL ENGINEERING DRAWINGS.OBTAIN HOT WORK PERMITS AS GC MC � Z H O 22 LIGHTING,FIRE SUPPRESSION ETC.)IN ORDER TOALLOW FORTHE GC RC GC RC GC RC 15 MOUNTED PUMP SKIDS. RC RC SETTHE CASES IN THE POSITION DICTATED BYTHE OUT OFTHE WAY OF TRAFFIC WHICH MAY DAMAGE THE PANEL.NOTE REQUIRED. � �^ a WORK TO BE CARRIED OUT. CONSTRUCTION PRINTS.IF DISCREPENCIES ARE FOUND THAT PANELS MUST BE INSTALLED WITH NEC REQUIRED CLEARANCES. V g O Z BETWEEN EXISTING CONDITIONS AND PRINTS,SUBMITA RFI 19 AND COORDINATE EXACT LOCATION OF CASES WITH WALMART GC/RC GC/RC GC/RC GC/RC IF RETROFIT,REMOVE THE(CONTROL)W IRING FOR THE EVAPORATOR INSTALL THE RTU'S/AHU'S AS DETAILED IN THE CONSTRUCTION PRINTS. J M m REMOVE THE APX REPEATER FROM THE WALK-IN BOX THAT IS INSTALL THE FURNISHED PUMP SKIDS,VALVES,PIPING,ETC.AS CONSTRUCTION MANAGER PRIOR TO STARTING 14 CONTROL HEATERS,EVAPORATOR FANS AND THE LLSV FROM THE RC RC N/A N/A T 1 (MECHANICAL,ELECTRICAL AND CONTROLS)INSTALL ALL HOODS, MC MC O 23 BEING IMPACTED.STORE THE DEVICE FOR REUSE FOLLOWING GC RC GC RC GC RC 16 DETAILED IN THE CONSTRUCTION PRINTS.(MECHANICAL,ELECTRICAL RCBAS RC/BAS CONDENSATE TRAPS SENSORS ETC. Q Q v AND CONTROLS CONSTRUCTION. EXISTING CONTROL MODULE AT THE RACK COMPLETION OF THE WALK-IN WORK. COORDINATE AND INSTALL OWNER FURNISHED SCREENING AS REQUIRED W Z � TERMINATE ALL.NOTE THAT A LKE2 RE2 SWITCH(IF APPLICABLE) 12 GC MC Z PER THE PRINTS.NOTE THAT ALL KE2 RE2 SUPPLIED CONTROL WIRING BY AHJ AND AS INCLUDED ON CONSTRUCTION DRAWINGS 7 w m REMOVE THE REFRIGERATION EVAPORATOR(S)FROM THE DRAIN VERIFICATION:RE-USE EXISTING CASE DRAIN IF NOT ` ~0 24 RC RC RC RC RC RC 15 IS COLOR CODED.NOTE:KE2 RE2 SUPPLIED DOOR SW ITCH,FOLLOW RC RC N/A N/A AFFECTED WALK-IN BOX AS NEEDED. MORE THAN 1/2 OF DRAIN IS EXPOSED AND THE LOCATION THE MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION. 13 FURNISH AND INSTALL GAS REGULATORS,PIPING,AND SUPPORTS AS MC MC 0 VERIFY MINIMUM LOAD REQUIREMENTS ARE MET PRIOR TO PUMP SKID 17 RC RC INCLUDED ON THE MECHANICAL DRAWINGS. FILL ANY GAPS IN THE PANEL JOINTS WITH SEALANT OR START UP AND COMMISSIONING. 20 COMPLIES WITH AHJ REQUIREMENTS.CONTRACTOR SHALL GCBC GC/RC GC/RC GC/RC (PRESENTLY FOR MONITORING PURPOSES ONLY.) 'n n` Z� 25 PS PS PS PS PS PS FIELD VERIFY EXACT LOCATION OF DRAINS ON WEEK 1 AND IF RETROFITTING CASE(S),USE THE EXISTING DEFROST CIRCUIT TO uv N N EXPANDABLE FOAM PRIOR TO TAPING THE JOINT. FURNISH AND INSTALL CONDENSATE PIPING AS INCLUDED ON THE O f I: CHANGAORDE R IF DRAINS REQUIRE RELOCATION.SUBMIT PEOW ER THE KE2 THERM CASE CONTROLLER DEFROST.REFERENCE 14 MC MC CLEAN WALLS AND REPAIR ANY FAULTY PANELS IN PREPARATION CHANGE ORDER FOR ADDITIONAL SCOPE i6 N/A N/A RC RC MECHANICAL DRAWINGS. COMMISSION THE PUMP SKIDS USING THE OEM'S SEQUENCE OF PRINTS FOR DETAILS ON DEFROST CIRCUIT TERMINATION(S)AND ANY < O K FOR BATTEN/SEALING OF THE WALL JOINTS WITHIN THE BOX THAT 18 RC RC DEMO WORK REQUIRED. O m 26 PS PS N/A N/A N/A N/A OPERATIONS AND THE EOR'S CONTROL SETTINGS. CARRY OUT ANY ELECTRICAL WIRING CHANGES REQUIRED AND AS IS BEING REPAIRED.CARRY OUT THE BATTEN AND SEAL PROCESS. 15 GC MC CLEAN WALLS AND REPAIR ANY FAULTY PANELS IN PREPARATION 219 REMOVE ALL FIXTURES AND SIGNAGEMARDWARE AND TURN GC/RC GC/RC GC/RC GC/RC IF RETROFITTING WALK-IN(S),USE THE EXISTING DEFROST CIRCUIT TO INCLUDED ON THE ELECTRICAL DRAWINGS. 7 2 OVER TO STORE MANAGEMENT D FOR RELINING THE BOX THAT IS BEING REPAIRED.RE-LINE THE 17 POWER THE KE2 RE2.REFERENCE PRINTS FOR DETAILS ON DEFROST RC RC N/A N/A Z 27 N/A N/A PS PS N/A N/A COORDINATE AND SUPPORT ANY THIRD PARTY STAKEHOLDERS FOR m WALK-IN BOX AND BATTEN/SEAL THE CEILING JOINTS WITHIN THE ONLY IF SUBCOOLING IS PART OF SOW:INSTALL FURNISHED CIRCUIT TERMINATION(S)AMD ANY DEMO WORK REQUIRED. ( O BOXAFFECTED. 19 SUBCOOLING EQUIPMENT AND MAKE ALL NECESSARY PIPING AND BAS RC/BAS RC/BAS DECOMMISSION AND REMOVE THE OLD CASES.IN TEXAS,ALL 16 EXAMPLE,OEM STARTUP TEAM,CTL AND TAB AGENCIES)THATARE GC MC DISCONNECT ANY EDGE INDICATION NETTING FROM THE TOP OF CONNECTIONS PER PLANS AND MANUFACTURER SPECIFICATIONS. DECOMMISSIONED CASES WILL BE REMOVED FROM THE STORE CARRY OUTTHE ELECTRICAL INSTALLATION IN LINE WITH THE REQUIRED TO COMPLETE THE PROJECT. 18 MANUFACTURER'S INSTRUCTIONS AND INFORMATION INCLUDED ON RC RC RC RC THE WALK-IN BOX.LEAVING IT ATTACHED TO THE ROOF MEMBERS, BY QUICK REFRIGERATION.COORDINATE REMOVAL 28 STOW IT OUT OF THE WAY FOR FUTURE RE-USE. DEMOLISH AND N/A N/A N/A N/A PS PS AND DISPOSAL W ITH WMT MECHANICAL CONSTRUCTION THE BLUE PRINTS IF APPLICABLE). WHEN REQUIRED,COORDINATE THE CONNECTION OF SMOKE DETECTORS REMOVE THE EXISTING WALK-IN BOX AS NOTED ON THE PROJECT MANAGER. MOUNT THE KE2 RE2 ROOM TEMPERATURE SENSOR(TYPICALLY 6' 17 TO THE FIRE ALARM SYSTEM WITHIN THE STORES.CONTACT WALMART MC MC ISSUE BLOCKSECURITY SERVICES FOR DETAILS. PRINTS. IMMEDIATE SALVAGE/LEGAL DISPOSAL OF ALL BEHIND CENTER OF EVAPORATOR COIL IN THE RETURN AIR STREAM). 18 PERFORM REMOTE CHECKOUT WITH BAS. MC MC FOR GLYCOL PUMP SKIDS:PERFORM GLYCOL TEST,FLUSH,AND FILL 22 RC RC N/A N/A ) 20 RC RC DECOMMISSIONED EQUIPMENT AND CONSTRUCTION DEBRIS 19 WIRE THE KE2 RE2 SENSOR TO THE T2 AIR TEMPERATURE TERMINALS. RC RC N/A N/A PROVIDE SUPPORT FOR ANY ITEMS THAT MAYBE MOUNTED TO PROCEDURE PER SPECIFICATION SECTIONS 15600 AND 15181. SHALL BE RESPONSIBILITY OF CONTRACTOR. THE EXTERIOR OF THE WALK-IN BOX THAT W ILL REMAIN IN ""'NOTE""DEMO/DECOMMISSIONTHE EXISTING EMS TEMPERATURE 19 FURNISH CONTROLS SUPPORTTO THE INSTALLING CONTRACTOR. BAS BAS 29 SERVICE DURING THE BOX REPLACEMENT.(FOR EXAMPLE PANEL N/A N/A N/A N/A RC RC WHEN REPLACING PRODUCE CASES,REMOVE WATER SUPPLY CONTROL SENSOR. BOARDS,BAS BACKBOARDS ETC.) FROM MISTING SYSTEM. WHEN REPLACING DELI SERVE OVER CASES,COORDINATE THE MOUNTTHE DEFROST TERMINATION SENSOR ON THE FAN SIDE OF THE 20 NOTIFY WMT NEW STORE/REMODEL TEAM THATTHE RTU'S/AHU'S ARE MC MC 30 REPLACE THE WOODEN THERMAL BREAKS AS NECESSARY. N/A N/A N/A N/A GC RC 21 FOR CO2 PUMP SKIDS:VERIFY EMERGENCY CONDENSING UNIT IS RC RC REMOVAL OF THE DATA CABLING FOR THE DELI SCALES. EVAPORATOR COIL.(2)DEFROST TERMINATION SENSORS FOR COIL RUNNING AND ONLINE. OPERATIONAL PER MANUFACTURER SEQUENCE OF OPERATION. 20 LOCATED CLOSEST TO THE DOOR,.ADDITIONAL COIL(S)(1)SENSOR RC RC N/A N/A INSTALL NEW WALK-IN BOX.HANG THE DOOR AND ENSURE THAT PER COIL LOCATED IN AREAS OF LAST FROST DURING DEFROST. CONFIRM WITH STORE MANAGEMENT THAT THE RTU'S/AHU'S ARE FULLY 31 ALL HARDWARE FUNCTIONS CORRECTLY. N/A N/A N/A N/A PS PS REFER TO KE2 INSTALLATION MANUAL FOR SENSOR TERMINATION. 21 OPERATIONAL. MC MC PRIOR TO STARTING DEMOLITION WORK,PLUG ALL FLOOR NOTE:KE2 RE2 SUPPLIED DOOR SWITCH,FOLLOW THE 22 COMPLETE ASSET TAGGING PROCESS GC MC RETRIEVE ANY EDGE INDICATION NETTING FROM THE ROOF FOR CO2 PUMP SKIDS:INSTALL BATTERY BACKUP PER DRAWINGS AND DRAINS AND/OR FLOOR SINKS UNDER REFRIGERATED CASES 21 MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION.(PRESENTLY RC RC N/A N/A 32 MEMBERS,AND REATTACH IT TO THE TOP OF THE WALK-IN BOX AS N/A N/A N/A N/A GC RC 22 MANUFACTURER SPECIFICATIONS.CONFIRM BATTERIES PROVIDE EC EC TO BE REPLACED WITH EXPANDABLE MECHANICAL PLUG FOR MONITORING PURPOSES ONLY.) 23 COORDINATE THE SALVAGE OF THE OLD RTU'S/AHU'S WITH AES. MC MC DESCRIBED ON THE PRINTS. POWER TO CO2 PUMP SKIDS. (SIMILAR TO CHERNE ECON-O-GRIP).AFTER WORK IN THE AREA SUBMIT REQUIRED REFRIGERANT TRACKING AND OTHER REGULATORY IS COMPLETE,AND PRIOR TO SETTING NEW REFRIGERATED HFC DX APPLICATIONS,CONVERT THE EXISTING,MECHANICAL REATTACH ANY ITEMS PREVIOUSLY MOUNTED TO THE EXTERIOR 23 CASES,THOROUGHLY CLEAN ALL DEBRIS FROM FLOOR DRAIN RC RC N/A N/A EVAPORATOR PRESSURE REGULATOR(EPR)TO AN ELECTRIC 24 FORMS AS REQUIRED BY THE END OF COMMISSIONING WEEK.COMPLETED GC MC REFRIGERANT TRACKING FORMS ARE TO BE UPLOADED TO WRIKE AND OF THE WALK-IN BOX THAT WERE TEMPORARILY SUPPORTED FOR CO2 PUMP SKIDS:COMMISSION BATTERY BACKUP FOR CO2 PUMP AND/OR FLOOR SINK GRATES AND BODIES,REMOVE PLUG AND 22 EVAPORATOR PRESSURE REGULATOR(EEPR)BY MEANS OF A RC RC N/A N/A 33 DURING THE WALK-IN BOX REPLACEMENT.(FOR EXAMPLE PANEL N/A N/A N/A N/A RC RC 23 SKIDS PER MANUFACTURER SEQUENCE OF OPERATION AND PUMP RC/BAS RC/BAS HYDRO-JET EACH FLOOR DRAIN AND/OR FLOOR SINK TO THE CONVERSION KIT SUPPLIED BYTHE VALVE MANUFACTURER.CONNECT EMAILED TO MCEQUIP@WALMART.COM. BOARDS,BAS BACKBOARDS ETC.) SKID MANUFACTURER REQUIREMENTS. MAIN.CAMERA SCOPE MAIN LINE TO CONFIRM LINE IS CLEAR.IF THE EEPR TO THE KE2 EVAPORATOR CONTROL PANEL. MAIN LINE HAS ANY OBSTRUCTIONS,COORDINATE SOW WITH INSTALL PROTECTION DEVICES AS INDICATED ON THE 24 CARRY OUT ANY CONTROLS PARAMETER CHANGES. BAS BAS CM AS AN ADDITIONAL SERVICE. REMOVE THE CIRCUIT LLSV FROM THE LIQUID MANIFOLD AT THE RACK PRINTS.REINSTALL ANY EXISTING PROTECTION DEVICES OR AND PROVIDE A LLSV TO BE INSTALLED IN THE EVAPORATOR LIQUID 34 STRUCTURES AS REQUIRED.ENSURE THAT ANY UNDISTURBED GC RC GC RC GC RC .LINE PIPEWORK LOCATED ABOVE THE WALK-IN BOX REMOVE THE 25 INTEGRATE PUMP SKID CONTROLLER WITH RACK CONTROLLER. 24 CLEAN FLOOR PRIOR TO SETTING CASES RC RC RC RC 23 RC RC RC RC PROTECTION DEVICES ARE FIXED SECURELY. MECHANICAL SUCTION STOP VALVE FROM THE RACK,AND PROVIDE AN WHEN REPLACING MULTI-DECK AND/OR GLASS DOOR CASES, EEPR TO TO BE INSTALLED IN THE EVAPORATOR SUCTION LINE INSTALL THE EVAPORATORS MECHANICAL,ELECTRICAL, 26 CARRY OUT COMPRESSOR STAGING CHANGES PER SCHEDULES. BAS BAS AND REUSING EXISTING PIPEWORK,RE-INSULATE THE PIPEWORK LOCATED ABOVE THE WALK-IN. CHECKED BY: EJM 35 PLUMBING AND CONTROLS)AND CONTROL PANELS AS DETAILED N/A N/A N/A N/A RC RC REFRIGERATION PIPING BEHIND THE CASES.THIS APPLIES TO ON THE PRINTS. 25 ALL PIPING THAT IS ACCESSIBLE WITHOUT DISTURBING RC RC N/A N/A HFC DX APPLICATIONS,INSTALL A SUCTION LINE TRANSDUCER AND 27 PERFORM REMOTE CHECKOUT. RC/BAS RC/BASEXISTING CASES,INSIDE PITS/TUNNELS OR IN A CHASE THAT IS WIRE THE SIGNAL,GROUND AND+5V WIRES TO THE TERMINALS INSIDE DRAWN BY: WMK 36 EVACUATE AND PRESSURE TEST THE EVAPORATORS AND ANY N/A N/A N/A N/A RC RC NOT BEING OTHERWISE DISTURBED. 24 THE KE2 RE2 PANEL INSTALL A SUCTION LINE TEMPERATURE SENSOR. RC RC NA N/A PROTO CYCLE: OS/30/25 PIPING MODIFIED DURING THE WORK. 28 FURNISH CONTROLS SUPPORT TO THE INSTALLING CONTRACTOR. BAS BAS REFER TO KE2 RE2 PANEL INSTALLATION INSTRUCTIONS FOR ENSURE CASES ARE STRAIGHT,LEVEL,AND SHIMMED PER THE TERMINATIONS. DOCUMENT DATE: 09/03/25 37 INSTALL AND COMMISSION REFRIGERANT LEAK DETECTION N/A N/A N/A N/A RC RC 26 MANUFACTURER'S GUIDANCE.SEAL ALL CASES WITH BUM RC RC RC RC SYSTEM AS NOTED ON THE PROJECT PRINTS. SEND A FOLLOW UP E-MAIL TO RMSUPPORT@WALMART.COM AFTER SEALANT PER SPECIFICATION.ALIGN GLASS DOORS PLUMB AND 29 THE WORK IS COMPLETE AND THE SYSTEM IS UP AND RUNNING. RC RC LEVEL TO PREVENT"SAW-TOOTHING"OF THE DOORS. W INSTALLING MORE THAN UFA KE2 THERM RE2 PANEL IN A SINGLE INSTALL/MODIFY ALL UTILITIES FOR FINAL BOX CONFIGURATION. WALK-IN,FOLLOW THE MANUFACTURER'S INSTRUCTIONS TO INSTALL A 38(CONDENSATE PIPING,CONDUITS,J-BOX,LIGHTING,FIRE GC RC GC RC GC RC GATEWAY ROUTER.(CAT 5 OR CAT 6 CABLE TO BE SUPPLIED BY SUPPRESSION ETC.)INSTALL CONDUIT FOR APX CABLING.SEAL 27 CONNECT THE CASES(MECHANICAL,ELECTRICAL,PLUMBING RC RC RC RC INSTALLER.)FOLLOW THE MANUFACTURER'S INSTRUCTIONS TO ALL PENETRATIONS PER SPECS ALONG WITH THE FACILITIES SERVICES MANAGER,CARRY OUTA AND CONTROLS)AS DETAILED ON THE PRINTS. 25"BOND"THE RE2 PANELS TOGETHER AS REQUIRED.IF BONDING RC RC N/A N/A 30 THOROUGH LEAK TEST ON ALL WELDED AND MECHANICAL JOINTS RC RC PROCESS IS CALLED OUT ON THE PRINTS,BE AWARE THAT SWITCH ON THE REFRIGERATION,LIGHTING AND OTHER SYSTEMS INSTALLED OR DISTURBED DURING THE PROJECT. 28 EVACUATE AND PRESSURE TEST THE CASES AND ANY PIPING RC RC RC RC OVERLOADING OF THE ELECTRIC DEFROST POWER CIRCUIT CAN 39 WITHIN THE WALK-IN. RC RC RC RC RC RC MODIFIED OR DISTURBED DURING THE WORK. OCCUR.REFERENCE PRINTS FOR DETAILS. COMMISSION THE EVAPORATORS,VALVES AND CONTROLS AS CONFIRM WITH STORE MANAGEMENT THAT THE PUMP SKIDS ARE SWITCH ON AND COMMISSION THE CASES,VALVES AND 40 REQUIRED.CHECK AND ADJUST MECHANICAL TXV SUPERHEATS N/A N/A N/A N/A RC RC 31 FULLY OPERATIONAL AND ALL CASES ARE AT THE CORRECT RC RC Y9 CONTROLS AS REQUIRED.CHECK AND ADJUST MECHANICAL RC RC RC RC IF INSTALLING MORE THAN 1 KE2 THERM CASE CONTROLLER ON A TO OEM RECOMMENDATIONS,AND EPR/ABV SETTINGS PER TEMPERATURE. TXV SUPERHEATS TO OEM RECOMMENDATIONS AND EPR REFRIGERATION CIRCUIT,FOLLOW THE MANUFACTURER'S LEGEND. SETTINGS PER LEGEND. INSTRUCTIONS TO ENABLE THE WIRELESS MESH,SELECTTHE 41 FURNISHHCRA AND RT-REQUIRED. N/A N/A N/A N/A OEM/WMT OEMNJMT 26 CHANNELAND"BOND"CIRCUIT CONTROLLERS TOGETHER AS N/A N/A RC RC 42 FIELD-INSTALL AND START-UP HCR AIR DOORS AS REQUIRED. N/A N/A N/A N/A RC RC 32 REMOVE THE OLD LEGENDS AND INSTALL REPLACEMENT LEGENDS AS RC RC 30 INSTALL FURNISHED LIDS TO REFRIGERATED BUNKERS. RC RC RC RC REQUIRED.REFERENCE PRINTS AND KE2 THERM MANUAL FOR SUPPLIED BY THE FOR/OEM. FURNISH CONTROLS SUPPORT TO THE INSTALLING BONDING CONFIGURATION DETAILS 43 SUBMIWMSE PROGRAMMING CHANGE REQUEST(PCR)TO N/A N/A N/A N/A RC RC 31 CONTRACTOR. BAS BAS BAS BAS WMSE@NOVAR.COM 33 COMPLETE ASSET TAGGING PROCESS RC RC IF THE EVAPORATOR HAS AN ELECTRONIC EXPANSION VALVE(EEV) CARRY OUT ANY CONTROLS PARAMETER CHANGES AND PERFORM 32 WHEN REPLACING PRODUCE CASES,INSTALL MISTING SYSTEM RC RC RC RC 27 CONNECT THE VALVE TO THE APPROPRIATE TERMINALS WITHIN THE RC RC N/A N/A 44 REMOTE CHECKOUT. N/A N/A N/A N/A BAS BAS AFTER ALL CHANGES HAVE BEEN MADE TO A RACK,REMOVE ANY TO CASES AND CONNECT TO DEDICATED WATER SUPPLY. KE2 RE2 CONTROLLER. 34 COMPRESSOR SUCTION FILTERS/SOCKS AND REPLACE THE RACK RC RC 45 FURNISH CONTROLS SUPPORT TO THE INSTALLING CONTRACTOR. N/A N/A N/A N/A BAS BAS LIQUID LINE FILTERS.LEAVE THE OLD FILTERS/DRIERS IN THE RACK 33 WHEN REPLACING DELI SERVICE CASES,COORDINATE THE GCM/MT GCMMT GCM'MT GC/WMT PROGRAM THE KE2 CONTROLLER IN ACCORDANCE WITH GUIDANCE HOUSE TO BE INSPECTED BYTHE MCM. INSTALLATION OF THE DATA CABLING FOR THE DELI SCALES. GIVEN IN THE KE2 THERM INSTALLATION MATERIALS.NEW OEM CASES 47 REINSTALL/RECOMMISSION THE APX REPEATER DEVICE. WMT WMT WMT WMT WMT WMT 28 WILL ARRIVE PRE-PROGRAMMED,ASIDE FROM WIRELESS AND BAS BAS BAS BAS INSTALL SHELVING/RACKING AS INDICATED ON THE PLANS.RE- CARRY OUT THOROUGH LEAK TEST ON ALL WELDED AND BONDING SETUP(SEE OTHER NOTE ON BONDING KE2 THERM CC) 48 WMT RC WMT RC WMT RC 35 PROVIDE CTL INSPECTION OF STRUCTURAL WORK WMT WMT 34 MECHANICAL JOINTS INSTALLED OR DISTURBED DURING THE RC RC RC RC INSTALL RACKING AS NECESSARY. PROJECT. NOTIFY THE BAS VENDOR AT WMSE@NOVAR.COM OR 49 ANCHOR RACKING AS INDICATED ON THE PLANS. GC RC GC RC GC RC 36 COORDINATE CTL INSPECTION OF STRUCTURAL WORK GC GC 29 WALMARTSUPPORT@COPELAND.COM MIN.24 HRS.IN ADVANCE OF RC RC RC RC HANDOVER THE CASES TO THE STORE.(CASES MUST BE THE WORK.TELL THEM WHICH LOADS WILL BE IMPACTED BYTHE 50 INSTALL CIRCUIT LABELS TO THE WALK-IN BOX,CONTROLLERS RC RC RC RC RC RC 35 CLEAN,AT OPERATIONAL TEMPERATURE AND FULLY RC RC RC RC WORK. AND EVAPORATORS AS REQUIRED. SUBMIT REQUIRED REFRIGERANT TRACKING AND OTHER REGULATORY FUNCTIONAL WITH ALL PANS AND SHELVING IN PLACE.) WIRE AND CONFIGURE ALL KE2 CONTROLLER(S)FOR BACNET TO BMS. FORMS AS REQUIRED BY THE END OF COMMISSIONING WEEK. 30 ENSURE THAT CONTROLLER IS COMMUNICATING TO BMS SYSTEM. BAS BAS BAS BAS 51 COMPLETE ASSET TAGGING PROCESS GC RC GC RC GC RC 37 COMPLETED REFRIGERANT TRACKING FORMS ARE TO BE UPLOADED GC RC IF THE WALK-IN BOX HAS A REFRIGERANT LEAK DETECTION SYSTEM. ALONG WITH THE FACILITIES SERVICES MANAGER,CARRY OUT A TO WRIKE AND EMAILED TO MCEQUIP@WALMART.COM. COMPLETE ALL CONTRACTOR EQUIPMENT START-UP REPORTS, REFERENCE PRINTS FOR GUIDANCE,INSTALLATION AND CONNECTION 52 THOROUGH LEAK TEST ON ALL WELDED AND MECHANICAL JOINTS RC RC RC RC RC RC COORDINATE WITH OEM.TO COMPLETE COMMISSIONING, 31 TO BMS.SCHEDULE AND COMPLETE LEAK DETECTION(LDP) GC/RC RC RC RC INSTALLED OR DISTURBED DURING THE PROJECT. CERTIFIED TESTING LABS TO COMPLETE INSPECTIONS/TESTING, COMMISSIONING WITH OEM.VERIFY REFRIGERATION SYSTEM SHUT- 36 AND FOR TO COMPLETE SITE OBSERVATIONS AND FUNCTIONAL GC GC GC GC DOWN OPERATION. C,J.+�( HAND OVER THE COMPLETED WALK-IN BOX TO THE STORE.(WALK- 38 CLEAR SITE OF ALL TOOLS,UNUSED INSTALLATION MATERIALS AND RC RC PERFORMANCE TESTING.CORRECT ANY DEFICIENCIES NOTED. IN THE EVENT OF ANY QUESTIONS OR CONCERNS REGARDING TRASH. UPLOAD ALL REQUIRED DOCUMENTATION TO THE 53 IN BOX MUST IO CLEAN,AT OPERATIONAL TEMPERATURE AND GC RC GC RC GC RC CORRECT INSTALLATION,SET C OR PROGRAMMING OF THE PANEL, APPROPRIATE FOLDER IN WRIKE. FULLY FUNCTIONAL) 32 CONTACT HONEYW ELL FOR TECH SUPPORT AT WMSE@NOVAR.COM RC RC RC RC •. 2 qq 54 RESTOCK PRODUCT BACK INTO THE WALK-IN BOX. WMT WMT WMT WMT WMT WMT 37 IFILL THE CASE WITH PRODUCT. WMT I WMT WMT I WMT JOR(800)341-7795 OPT.2 NOTE:CAPX/REMODEL CONTACT HONEYWELL PROJECT MANAGER. I I 0 AT DECOMMISSION AND REMOVE THE OLD WALK-IN PANELS.IN GC(OR WMT SEND A FOLLOW UP E-MAIL TO DIGITAL OPERATIONS CENTER AT d1742 TEXAS,ALL DECOMMISSIONED WALK-IN PANELS WILL BE REMOVED REPLACE MISSING OR DAMAGED FLOOR TILES OR REPAIR PREFERRED 33 RMSUPPOR WALMART.COM AFTER THE WORK IS COMPLETE AND THE RC RC RC RC �9 FROM THE STORE BY QUICK REFRIGERATION.COORDINATE 38 VISIBLE,DAMAGED CONCRETE FLOOR AROUND THE CASES. FLOORING GC N/A N/A SYSTEM IS BACK UP AND RUNNING. �O1iAL REMOVAL AND DISPOSAL WITH WMT MECHANICAL CONSTRUCTION (AS NEEDED) INSTALLER) 55 MANAGER.IMMEDIATE SALVAGE/LEGAL DISPOSAL OF ALL N/A N/A N/A N/A GC RC ONCE RUNNING,RUN THE AUTOMATIC FUNCTIONAL PERFORMANCE 1 DECOMMISSIONED EQUIPMENT AND CONSTRUCTION DEBRIS 39 INSTALL CIRCUIT LABELS TO THE CASES AS REQUIRED. RC RC RC RC TEST FEATURE OF THE KE2 THERM CASE CONTROLLER OR RE2 PANEL. 3/15 SHALL BE RESPONSIBILITY OF CONTRACTOR. 40 COMPLETE ASSET TAGGING PROCESS GC RC GC RC 34 REVIEW THE RESULTS.VERIFY ANY REPORTED FAILURES,SOME RC RC RC RC REMOVE THE OLD LEGENDS AND INSTALL REPLACEMENT APPLICATIONS MAY GIVE A FALSE FAILURE IF THRESHOLDS NOT 56 RC RC RC RC RC RC REPLACE THE SALES FLOOR CASE LAYOUT DRAWINGS AND REACHED,OPERATION SHOULD BE MANUALLY CONFIRMED IN SUCH LEGENDS AS SUPPLIED BYTHE FOR/OEM. 41 RC RC RC RC RESPONSIBILITY PROVIDE TYPEWRITTEN SCHEDULES FOR ALL AFFECTED INSTALL REPLACEMENT LEGENDS. EVENT ELECTRICAL PANELBOARDS. GC GC GC GC GC GC VERIFY THAT CONTROLLER IS CLEAR OF LOCAL ALARMS.REFER TO 57 SHUT DOWN AND ARRANGE FOR THE REMOVAL OF ANY WMT WMT WMT WMT WMT WMT REINSTALL ANY PREVIOUSLY REMOVED(UNDAMAGED)ASSET KE2THERM INSTALLATION MANUAL FOR COMPLETE LIST OF DISPLAY MATRICES TEMPORARY REFRIGERATED STORAGE. 42 PROTECTION(BUMP GUARDS).INSTALL OWNER FURNISHED RC RC RC RC 35 ALARM CODES.CONFIRM WITH STORE MANAGEMENT THAT THE WORK RC RC RC RC AFTER ALL CHANGES HAVE BEEN MADE TO A RACK,REMOVE ANY PROTECTION EQUIPMENT AS NEEDED. IS COMPLETE,THE WALK-IN BOX IS DOWN TO OPERATING COMPRESSOR SUCTION FILTERS ISO KS AND REPLACE THE RACK TEMPERATURE AND IS FULLY FUNCTIONAL. 58 RC RC RC RC RC RC LIQUID LINE FILTERS.LEAVE THE OLD FILTERS/DRIERS IN THE AFTER ALL CHANGES HAVE BEEN MADE TO A RACK,REMOVE SUBMIT REQUIRED REFRIGERANT TRACKING AND OTHER REGULATORY RACK HOUSE BE INSPECTED BY MCM. ANY COMPRESSOR SUCTION FILTERS/SOCKS AND REPLACE RC RC RC RC SUBMIT REQUIRED 36 FORMS AS REQUIRED BYTHE END OF COMMISSIONING WEEK.COMPLETED REFRIGERANT TRACKING FORMS ARE TO BE UPLOADED ED REFRIGERANT TRACKING AND OTHER 43 THE RACK LIQUID LINE FILTERS.LEAVE THE OLD FILTERS/ RC RC RC RC REGULATORY FORMS AS REQUIRED BYTHE END OF DRIERS IN THE RACK HOUSE TO BE INSPECTED BY MCM. 59 COMMISSIONING WEEK.COMPLETED REFRIGERANT TRACKING RC RC RC RC RC RC TO WRIKE AND EMAILED TO MCEQUIP @WALMART.COM. FORMS ARE TO BE UPLOADED TO WRIKE AND EMAILED TO SUBMIT REQUIRED REFRIGERANT TRACKING AND OTHER MCEQUIP@WALMART.COM. REGULATORY FORMS AS REQUIRED BYTHE END OF 37 CLEAR SITE OF ALL TOOLS,UNUSED INSTALLATION MATERIALS AND RC RC RC RC 60 CLEAR SITE OF ALL TOOLS,UNUSED INSTALLATION MATERIALS GC/PS RC/PS GC/PS RC/PS GC/PS RC/PS 44 COMMISSIONING WEEK.COMPLETED REFRIGERANT TRACKING GC RC GC RC TRASH. AND RA H. FORMS ARE TO BE UPLOADED TO WRIKE AND EMAILED TO CLEAR SITE OF ALL TOOLS,UNUSED INSTALLATION MATERIALS AND LOOSEN AND RE-TIGHTEN OR REMOVE AND RE-INSTALL UTILITIES MCEQUIP@WALMART.COM. 38 TRASH. RC RC RC RC 61(CONDENSATE PIPING,CONDUITS,J-BOX,FIRE SUPPRESSION, GC RC GC RC GC RC SHEET' ETC.)AS REQUIRED IN ORDER TO ALLOW FOR THE WORK TO BE R M 1 CARRIED OUT 45 REMOVE ALL OF THE OLD CASES AND CLEAR SITE OF ALL RC RC RC RC TOOLS,UNUSED INSTALLATION MATERIALS AND TRASH. STRIPING CONDITIONS TACTILE EXIT SIGN SITE VERIFICATION REQUIREMENTS: ABBREVIATION LEGEND 4'-0" TACTILE SIGN REQUIREMENTS GENERAL ABBREVIATIONS WALL 1. THE ARCHITECT HAS MADE A SCOPE VISIT WITH MEASUREMENTS AND PHOTOGRAPHS OF EXISTING CONDITIONS AND THE ARCHITECTURAL DRAWINGS ABBREVIATION DESCRIPTION LOCATION 3'-0" 3'-0" 1. A TACTILE SIGN STATING"EXIT'AND COMPLYING WITH ICC A117.1 SHALL BE PROVIDED ADJACENT INDICATE EXISTING CONDITIONS VERIFIED IN THE FIELD.IT REMAINS THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY ALL EXISTING CONDITIONS PRIOR ADA AMERICANS WITH DISABILITIES ACT MAY VARY Q W TO EACH DOOR TO AN EXIT PASSAGEWAY AND THE EXIT DISCHARGE.REF FLOOR PLANS FOR TO THE SUBMISSION OF A BID AND TO THE COMMENCEMENT OF ANY WORK.NO ADDITIONAL COMPENSATION WILL BE PAID DUE TO THE CONTRACTOR'S ADJ ADJACENT LOCATIONS. FAILURE TO VERIFY EXISTING SITE CONDITIONS WHICH INCLUDE,BUT ARE NOT LIMITED TO,GRADES,EXTENT OF PAVING,OR UTILITIES. AFF ABOVE FINISHED FLOOR 2. ANY DISCREPANCY WITH THE EXISTING SITE CONDITIONS AND/OR THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT FOR ARCHITECT OF RECORD: ELECTRICAL p w WALL 2. FOR CHARACTER WIDTH,THE UPPERCASE LETTER"O"SHALL BE USED TO DETERMINE THE CLARIFICATION AND INSTRUCTION.THESE CONSTRUCTION DOCUMENTS HAVE BEEN DESIGNED AND DRAWN ASSUMING EXISTING BUILDING CONDITIONS AFG ABOVE FINISHED GRADE BRR ARCHITECTURE,INC LOCATION \ ALLOWABLE WIDTH OF ALL CHARACTERS OF A FONT.THE W IDTH OF THE UPPERCASE LETTER"O" MATCH THE ORIGINAL DRAWINGS.THE GENERAL CONTRACTOR,IMMEDIATELY UPON ARRIVAL AT THE SITE,SHALL VERIFY ALL EXISTING STRUCTURAL AHU AIR HANDLING UNITMETCALFSUITE300 AvexuE - MAY VARY - OF THE FONT SHALL BE 55 PERCENT MINIMUM AND 110 PERCENT MAXIMUM OF THE HEIGHT OF THE COLUMN DIMENSIONS,STRUCTURAL BEARING HEIGHTS,EXISTING DIMENSIONS,TOP OF MASONRY ELEVATIONS,ROOFING CONDITIONS(INCLUDING ARCH RCHITECTURAL oveBwxo rA sszoa o z STRIPING AT EYEWASH 4 4 UPPERCASE T'OF THE FONT.(ICC A117.1-2017:703.3.6)CHARACTER HEIGHT MEASURED FROM THE PARAPETS,SCUPPERS AND ROOF DRAINS),AND JOIST BEARING ELEVATIONS PRIOR TO THE FABRICATION OF ANY STRUCTURAL ITEMS.IF DISCREPANCIES ASTM AMERICAN SOCIETY OF TESTING AND MATERIALSzo .......e..a.m.�om BASELINE OF THE CHARACTER SHALL BE 5/8"(16 MM)MINIMUM AND 2 INCHES(51 MM)MAXIMUM ARE FOUND BETWEEN WHAT IS SHOWN ON THE DRAWINGS AND EXISTING FIELD CONDITIONS,CONTACT THE WALMART CONSTRUCTION MANAGER AND THE av CHARGING BFF BELOW FINISHED FLOOR r.x...3-zsz-soaa STATION BASED ON THE HEIGHT OF THE UPPERCASE LETTER"I". ARCHITECT IMMEDIATELY TO DETERMINE WHAT ACTION SHOULD BE TAKEN TO MATCH EXISTING CONDITIONS.THE BEGINNING OF STRUCTURAL STEEL BLDG BUILDING FABRIC EQUIPMENT ATION BY THE GENERAL CONTRACTOR,STEEL FABRICATOR,OR JOIST MANUFACTURER MEANS ACCEPTANCE OF THE EXISTING CONDITIONS. p� p 3. CHARACTERS AND SYMBOLS SHALL CONTRAST WITH THEIR BACKGROUND. 3. ALL UTILITY LOCATIONS SHOWN ARE APPROXIMATE.THE CONTRACTOR SHALL FIELD VERIFY THE EXACT LOCATION OF ALL EXISTING UTILITIES(WHETHER gO BOTTOM OF SHOWN OR NOT)PRIOR TO THE SUBMISSION OF A BID OR THE COMMENCEMENT OF CONSTRUCTION.THE CONTRACTOR SHALL NOTIFY THE WALMART BOM BOTTOM OF MASONRY J¢ CONTROL SIDE 4. CHARACTERS SHALL CONFORM TO THE FOLLOWING: CONSTRUCTION MANAGER OF THE DISCOVERY OF EXISTING UTILITIES NOT SHOWN OR NOTED ON DRAWINGS. BOS BOTTOM OF STEEL 0 3 O STRIPING AT STRIPING AT 4.a.LETTERS AND NUMBERS ON SIGNS SHALL BE RAISED 1/32"MINIMUM AND SHALL BE SANS- 4. THE CONTRACTOR SHALL VERIFY AND MAINTAIN(REPAIR IF DAMAGED)EXISTING IRRIGATION SYSTEMS AFFECTED BY THE CONSTRUCTION OF THIS BRG BEARING SERIF UPPERCASE CHARACTERS ACCOMPANIED BY GRADE 2 BRAILLE. PROJECT. F COMPACTOR REFRIGERATION CJ CONTROL JOINT 4.b.RAISED CHARACTERS OR SYMBOLS SHALL BE A MINIMUM OF 5/8"HIGH AND A MAXIMUM OF 2". 5. THE CONTRACTOR SHALL FIELD LOCATE AND VERIFY ALL PROPERTY LINES EASEMENTS SETBACKS AND RESTRICTIONS.A REGISTERED SURVEYOR SHALL 0 z CHARGING STATION CL CENTERLINE ESTABLISH ALL PROPERTY LINES AND SETBACKS PRIOR TO THE COMMENCEMENT OF CONSTRUCTION AND CLEARLY FLAG PROPERTY LINES AND SETBACKS. 0 5. CONTRACTED GRADE 2 BRAILLE SHALL BE USED.DOTS SHALL BE 0.090"(2.3 MM)TO 0.100"(2.5 MM) IT REMAINS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO DETERMINE EXACT LOCATION OF ALL SAID BOUNDARIES. CUR CLEAR 0 ON CENTER IN EACH CELL WITH 0.241"(6.1 MM)TO 0.300"(7.6 MM)SPACE BETWEEN CELLS.DOTS 6. THE CONTRACTOR SHALL VERIFY EXACT LOCATIONS AND DEPTHS OF UNDERGROUND UTILITY SERVICES PRIOR TO ANY EXCAVATION. CMU CONCRETE MASONRY UNIT � h U �- SHALL BE RAISED A MINIMUM OF0.025"(0.6 MM)TOO.037"(0.9 MM)ABOVE THE BACKGROUND. 7. THE CONTRACTOR SHALL VERIFY ALL GRADES AND PROPOSED FINAL GRADES.IF RAMPS,STOOPS,STAIRS,SIDEWALKS,FLATWORK OR PAVING ARE CONT CONTINUOUS INSTALLED,VERIFY FINAL GRADES SURROUNDING THE CONSTRUCTION ANDADJUST STAIR RISERS,RAMP LENGTHS,AND LIMITS OF PAVING,TO DIA DIAMETER w o 6. CHARACTERS SHALL BE 48"MINIMUM ABOVE FINISH FLOOR MEASURED FROM THE BASE OF THE ACCOMMODATE THE REQUIRED RAMP SLOPE,RISER HEIGHTS OR PAVING AREAS.ALL RAMPS AND STAIRS SHALL MEET ADA-ADAAGS(OR ADOPTED CC LOWEST BRAILLE CELLS AND 60"MAXIMUM ABOVE FINISH FLOOR MEASURED FROM THE BASELINE HANDICAP ACCESSIBILITY REQUIREMENTS).IF THERE IS A CONFLICT IN FIELD CONDITIONS,NOTIFY WALMART CONSTRUCTION MANAGER AND THE DS DOWNSPOUT 0 �2 w 3 o a w OF THE HIGHEST TACTILE CHARACTER. ARCHITECT PRIOR TO THE CONSTRUCTION OR ORDERING OF MATERIALS. DSD DIRECTS SHIPPING DELIVERY u_ m 8. THE CONTRACTOR SHALL VERIFY THE EXISTING FINISH FLOOR ELEVATION AT ALL OPENINGS OF THE EXISTING BUILDING PRIOR TO ESTABLISHING THE FINISH EAS ELECTRONIC ARTICLE SURVEILLANCE z0 3¢a�g�cvo„ a€o 7. WHERE A TACTILE SIGN IS PROVIDED AT A DOOR,THE SIGN SHALL BE ALONGSIDE THE DOOR AT FLOOR ELEVATION.TO VERIFY FLOOR ELEVATION,THE CONTRACTOR SHALL REMOVE A SMALL PORTION OF THE BLOCK WALL AT THE PROPOSED OPENING EDC ELECTRICAL DISTRIBUTION CENTER H z w3 S rc w 3 0 G THE LATCH SIDE.AT DOUBLE DOORS WITH ONE ACTIVE LEAF,THE SIGN SHALL BE LOCATED ON THE BETWEEN THE EXISTING STORE AND THE ADDITION. EF EXHAUST FAN z'2$2G No o 23 INACTIVE LEAF.AT DOUBLE DOORS WITH TWO ACTIVE LEAVES,THE SIGN SHALL BE TO THE RIGHT 9. THE CONTRACTOR SHALL VERIFY EXISTING FOOTING DEPTHS AND MATCH AT ADDITION TO INSURE PROPER BLOCK COURSING.ANY DISCREPANCY SHALL BE EL ELEVATION a w ' W OF THE RIGHT-HAND DOOR.TACTILE SIGNS ARE PERMITTED ON THE PUSH SIDE OF DOORS WITH REPORTED TO THE WALMART CONSTRUCTION MANAGER PRIOR TO CONSTRUCTION. 33 t' STRIPING AT BALER STRIPING AT JIB CRANE CLOSERS AND WITHOUT HOLD-OPEN DEVICES.SEE ALTERNATE SOLUTIONS FOR OTHER 10.THE CONTRACTOR SHALL CORE THE ROOF INSULATION TO DETERMINE ITS THICKNESS AFTER CONTRACT AWARD.IT IS THE CONTRACTOR'S RESPONSIBILITY ELEC ELECTRICAL SCENARIOS. TO MATCH EXISTING ROOF INSULATION THICKNESS ON THE ADDITION UNLESS DIRECTED OTHERWISE TO INSTALL 3-INCH INSULATION IN SEPARATED AND EOL END OF LIFE STRIPING REQUIREMENTS ISOLATED ROOF CONDITIONS.REFER TO ROOFING SPECIFICATION SECTION. EQ EQUAL 1.4"WIDE PAINTED STRIPES(P5)FOR INTERIOR LOCATIONS,(P5E)FOR EXTERIOR LOCATIONS,AT 12"ON CENTER,AT 45 DEGREE ANGLE TO 4"WIDE EXTERIOR BOUNDARY LINES 11.REPORT ANY DISCREPANCIES FOUND IN THE FIELD IMMEDIATELY TO WALMART AND THE ARCHITECT PRIOR TO MAKING ANY STRUCTURAL MODIFICATIONS ETR EXISTING TO REMAIN 2.IF EXISTING HALLWAY,BALER,COMPACTOR,OR EYEWASH WARNING AREAS ARE PAINTED SOLID OR HAVE INCORRECT PATTERN, PREFERRED SOLUTION OR ORDERING OF ANY MATERIALS. EXT EXTERIOR REMOVE EXISTING PAINT AND PAINT PER THE STRIPING CONDITIONS SHOWN HERE. FDN FOUNDATION RESTROOM DOOR SYMBOLS SYMBOLS LEGEND GENERAL CONSTRUCTION REQUIREMENTS: FP FFINISH FLR IRE PROTECTION 9" 1. ALL WORK SHALL BE DONE IN A SAFE AND WORKMANLIKE MANNER AND IN STRICT ACCORDANCE WITH THE LOCAL AND/OR STATE(IF APPLICABLE)BUILDING FV FIELD VERIFY CODES,NATIONAL ELECTRIC CODE,ADA-ADAAG AND OTHER ADOPTED ACCESSIBILITY STANDARDS,OSHA,AND ALL APPLICABLE CODES,REGULATIONS, GA GAUGE F X FULL AND PARTIAL O ORDINANCES AND AUTHORITIES HAVING JURISDICTION(AHJ). GC I GENERAL CONTRACTOR z 2. PROVISIONS REGARDING THE USE OF GAS AND DIESEL EQUIPMENT WITHIN AN ENCLOSED BUILDING,FORMERLY INCLUDED IN THIS PARAGRAPH,ARE NOW XX SECTION INDICATORS INCLUDED IN SECTION 01351-REGULATORY COMPLIANCE GM GENERAL MERCHANDISE 3. PROVISIONS REGARDING CORDS FOR ELECTRICAL EQUIPMENT AND ROUTING OF EQUIPMENT CORDS AND HOSES,FORMERLY INCLUDED IN THIS GR GROCERY n w PARAGRAPH,ARE NOW INCLUDED IN SECTION 01351-REGULATORY COMPLIANCE HC HANDICAP z SECTION INDICATOR r - 4. EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING A THOROUGH KNOW LEDGE OF ALL DRAWINGS AND SPECIFICATIONS IN THEIR RELATED FIELD.THE HORIZ HORIZONTAL S X- WITHIN DETAILS z SIGNS CONTAINING TACTILE FAILURE TO REVIEW THESE DOCUMENTS DOES NOT RELIEVE THE SUBCONTRACTOR OF ANY RESPONSIBILITY FOR PERFORMING WORK PROPERLY.NO ASS HOLLOW STRUCTURAL STEEL CHARACTERS SHALL BE ADDITIONAL COMPENSATION SHALL BE ALLOWED BECAUSE OF CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS INFO INFORMATION w LOCATED SO THAT THERE IS KNOWLEDGE. 9 EXTERIOR AND INTERIOR AN 18"X78"CLEAR FLOOR 18" 5. THE EXISTING BUILDING SHALL BE PROTECTED FROM MOISTURE,DUST AND DEBRIS.INSTALL DUST PARTITIONS OR DRAPES AS REQUIRED AND/OR AS INT INTERIOR X-XX ELEVATION INDICATOR AREA CENTERED ON THE DIRECTED BY WALMART CONSTRUCTION MANAGER TO KEEP DUST AND MOISTURE FROM THE OPERATING AREAS OF THE STORE. ISO INFORMATION SYSTEMS DIVISION TACTILE CHARACTERS 6. ANY DAMAGE TO WALMART'S PROPERTY,WHICH OCCURS DURING THE PROCESS OF CONSTRUCTION SHALL BE REPAIRED/REPLACED AT NO ADDITIONAL JIBE JOIST BEARING ELEVATION SALES COST TO WALMART;THIS INCLUDES ALL MERCHANDISE.CONTRACTOR SHALL PAY THE COST FOR ALL DAMAGED MERCHANDISE. LLH LONG LEG HORIZONTAL 0 0 N ROOM TAG NAME AND NUMBER)) 7. THE CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE EXISTING BUILDING SECURITY AT ALL TIMES.THIS INCLUDES KEEPING THE BUILDING SECURE N 10 FFROM PERSONS,ENVIRONMENTAL ELEMENTS OR HAZARDS.THE CONTRACTOR SHALL BE RESPONSIBLE TO MAINTAIN THE INTEGRITY OF ALL EXISTING MAX MAXIMUM 0 t� oo rn SECURITY SYSTEMS.THE CONTRACTOR SHALL OBTAIN PERMISSION FROM THE STORE MANAGER PRIOR TO THE MODIFICATION OF ANY EXISTING SECURITY MECH MECHANICAL Q A6 ALTERNATE SOLUTIONS SYSTEM FOR THE OPENING(DEMOLITION)OF ANY EXTERIOR WALL. MEP MECHANICAL,ELECTRICAL,8 PLUMBING PARTITION TYPE INDICATOR MEN � 8. THE CONTRACTOR SHALL KEEP THE WORK AREA CLEAN AND FREE OF DEBRIS AND REMOVE ALL TRASH AND DEBRIS FROM THE CONSTRUCTION AREA MFC MARKET FULFILLMENT CENTER o DAILY.NO FLAMMABLE MATERIALS OR LIQUIDS MAY BE STORED IN THE EXISTING BUILDING OR IN ANY ADDITION. MFR MANUFACTURER Z o 9. REMOVE ANY EXISTING EQUIPMENT,FIXTURES,FURNISHINGS,ACCESSORIES,SERVICES,SIGNAGE,FINISHES OR SURFACES AS REQUIRED SHOWN OR NOT -0- 101A DOOR TYPE INDICATOR SHOWN,FOR THE INSTALLATION OF CONSTRUCTION.PROVIDE FURRING FOR CONDUITS AND PIPING,SHOWN OR NOT,AND FINISH OUT FURRING TO MATCH U` MIN MINIMUM MISC MISCELLANEOUS F , I� D. ADJACENT EXISTING FINISHES. � W 10.REPAIR,RE-ROUTE,AND EXTEND ALL SERVICES,PIPING,CONDUIT OF EXISTING ITEMS AND EQUIPMENT AS REQUIRED DURING THE CONSTRUCTION MO MASONRY OPENING OZ-WINDOW TYPE INDICATOR PROCESS TO MAINTAIN NORMAL STORE OPERATIONS AND AS REQUIRED FOR THE INSTALLATION OF CONSTRUCTION.THIS INCLUDES ALL ITEMS SHOWN OR NIC NOT IN CONTRACT __ NOT SHOWN ON THE DRAWINGS.RESET EXISTING EQUIPMENT,FIXTURES,FURNISHINGS,ACCESSORIES OR RELATED ITEMS,INCLUDING SIGNAGE AS NO NUMBER Q N REQUIRED FOR PROPER OPERATION. //II''►► aa NTS NOT CENTER V W Z m m RAISED 1/32"ASE 11.WHEN EQUIPMENT,FIXTURES,FURNISHINGS,ACCESSORIES,SERVICES,FINISHES OR SURFACES ARE TEMPORARILY REMOVED OR RELOCATED N ORDER OC ON CENTER z Z W z " UPPERCASE O N MONITOR A.WHERE THERE IS NO B.THE REQUIRED SIGNAGE MAY TO PERFORM WORK,THE CONTRACTOR IS RESPONSIBLE FOR RETURNING THEM TO THEIR ORIGINAL POSITION,RECONNECTION OF SERVICES AND u _ O ALTERNATE LOCATION WALL SPACE ON THE BE INSTALLED SO THAT THE OD OUTSIDE DIAMETER g LETTERING (NEAREST ADJACENT LATCH SIDE OF A SINGLE CLEAR FLOOR AREA IS BEYOND 12.WHERE PEXISTING FINISHES ARE TO REMAIN,CLEAN,REPAIR,PATCH AND REPAINT AS NECESSARYTO BLEND IN WITH ADJACENT WORK.COORDINATE WITH OEM ORIGINAL EQUIPMENT MANUFACTURER J p° a 0 WALL,RIGHT HAND SIDE DOOR,OR TO THE RIGHT THE ARC OF ANY DOOR SWING WALMART CONSTRUCTION MANAGER. OH OPPOSITE HAND p Z OF OPENING PREFERRED) SIDE OF DOUBLE DOORS, BETWEEN THE CLOSED POSITION N MEN A - COLUMN CENTER LINE INDICATOR 13.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE TIMELY ORDERING OF MATERIALS TO PROHIBIT DELAYS OF THE CONSTRUCTION SCHEDULE OF THIS PAF POWDER ACTUATED FASTENER m SIGNS SHALL BE ON THE AND 45 DEGREE OPEN POSITION. PROJECT.IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE DELIVERY OF MATERIALS IN A TIMELY MANNER. PFC PAINT,FIX,CLEAN NAREST ADJACENT 14.IT IS IMPERATIVE THAT THE ROOF FRAMING,DECKING AND ROOFING SYSTEM BE COMPLETED IMMEDIATELY UPON THE DEMOLITION OF THE EXTERIOR WALL o it HEIGHT OF LETTERING WALL. TO ELIMINATE POTENTIAL WATER DAMAGE OR MOISTURE INFILTRATION.THE CONTRACTOR SHALL KEEP THE BUILDING WATERTIGHT AT ALL TIMES. PLUMB PLUMBING o m 5/8"MIN TO 2"MAX100'-0" HEIGHT INDICATOR AT ELEVATION 15.THE GENERAL CONTRACTOR SHALL RESPOND TO ALL REQUIREMENTS OF THE STRUCTURAL ENGINEER/ARCHITECT FOR VERIFICATIONS,RESPONSES,AND PMEJ PREMOLDED EXPANSION JOINT V `r FF EL AND SECTION VIEWS SUBMISSIONS. PSF POUNDS PER SQUARE FOOT z CORRESPONDING 16.IF MODIFICATION TO SPRINKLER SYSTEM IS REQUIRED THE GENERAL CONTRACTOR SHALL HIRE A LICENSED SPRINKLER CONTRACTOR.CONTRACTOR TO PSI POUNDS PER SQUARE INCH m CONTRACTED SUBMIT SIGNED AND SEALED SPRINKLER DRAWINGS FOR APPROVAL PRIOR TO ANY ALTERATION OF THE AUTOMATIC SPRINKLER SYSTEM.WORK TO BE 0 (GRADE 2)BRAILLE 10,E 0.00� DONE UNDER SEPARATE PERMIT. PT PRESSURE TREATED Y HEIGHT INDICATOR AT PLAN VIEW PVC POLYVINYL CHLORIDE 318"MIN SPACING FROM 17.ALL ADJACENT BUILDINGS IF APPLICABLE SHALL REMAIN IN SERVICE DURING DEMOLITION/CONSTRUCTION. BRAILLE TO ANY FROM 18.MUD AND DEBRIS TRACKED ONTO OWNER PAVING OR CITY STREETS TO BE CLEANED IMMEDIATELY. QTY QUANTITY CHARACTER OR RAISED -- 19.BUILDING COMPONENTS AFFECTED BY THE SCOPE OF WORK AND ALLOWED TO REMAIN SHALL BE SECURED TO PREVENT FALLING,LOOSENING,OR RCU REFRIGERATION CONDENSING UNIT ISSUE BLOCK SURFACE 5 CRATING DAMAGE OF ANY KIND IN THE FUTURE. REF REFER TO ENLARGED DETAIL INDICATOR 1 C.WHEN SIGN IS REQUIRED AT D.WHERE REFRIGERATED CASES OR 20.DO NOT UTILIZE WALMART DRAINS WHEN CLEANING TOOLS/EQUIPMENT AND/OR DISPOSING OF CONSTRUCTION DEBRIS. REQ'D REQUIRED i SIGNS AND IDENTIFICATION A BANK OF DOORS,PLACE(1) FIXTURES IMPEDE THE REQUIRED REV REVERSE SIGN BETWEEN JAMBS.IF CLAN FLOOR AREA,MOUNT DEMOLITION REQUIREMENTS: RO ROUGH OPENING FINISH TYPE INDICATOR JAMB IS NOT WIDE ENOUGH FOR SIGNAGE TO THE END PANEL OF RTU ROOF TOP UNIT SIGNAGE,PLACE 1 SIGN AT CASE OR OWNER PROVIDED END 1. ALL DEMOLITION SHALL BE CARRIED OUT IN A SAFE MANNER AND IN STRICT ACCORDANCE WITH OSHA REGULATIONS. () RXPFC PHARMACY PAINT,FIX,CLEAN 1. THE INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL BE THE STANDARD USED TO IDENTIFY FACILITIES THAT ARE RIGHT SIDE OF BANK OF DOORS. PANEL FOR HALF GONDOLAS AND 2. THE CONTRACTOR SHALL FIELD VERIFY THE EXTENT OF DEMOLITION.THE WORK INCLUDES,BUT IS NOT LIMITED TO,THE DEMOLITION AND REMOVAL OF SCHED SCHEDULE ACCESSIBLE TO AND USABLE BY PHYSICALLY DISABLED PERSONS AS SET FORTH IN TITLE III AND AS SPECIFICALLY REF X-XX REFERENCE TO DETAIL INDICATOR WALL STANDARD FIXTURES. WALLS,DOORS,FIXTURES,PLUMBING,PAVING,MECHANICAL AND ELECTRICAL ITEMS INCLUDING CONDUITS AND DUCTWORK AS SHOWN ON DRAWING OR REQUIRED IN THIS SECTION. AS REQUIRED FOR THE INSTALLATION OF THE WORK FOR A COMPLETE JOB. SIM ISIMILAR X.XX KEYNOTE INDICATOR 3. WHEN UTILITIES ARE REMOVED CAP AND SEAL A MINIMUM OF 8"BELOW FINISH FLOOR OR A MINIMUM OF 6"ABOVE FINISH CEILING. SPECS SPECIFICATIONS 2. THE INTERNATIONAL SYMBOL OF ACCESSIBILITY SHALL CONSIST OF A WHITE FIGURE ON A BLUE BACKGROUND.THE O 4. WHEN REMOVING EXISTING STRUCTURAL ITEMS,IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE ADEQUATE SHORING,BRACING AND SUPPORT STRUC STRUCTURAL BLUE SHALL BE EQUAL TO COLOR NO.15090 IN FEDERAL STANDARD 595C. A KEYNOTE OR BLOCK OF SYSTEMS TO KEEP THE EXISTING STRUCTURE INTACT AND IN A SAFE CONDITION.REFER TO SECTIONS 02023 AND 02251. TC TOP OF CONCRETE X.XX KEYNOTES WITH A LEADER 5. THE CONTRACTOR MAY NOT REMOVE THE BLOCK WALL IN A PROPOSED OPENING PRIOR TO THE ROOFING SYSTEM OVER THE ADDITION BEING MADE 3. FOR CHARACTER PROPORTION,THE UPPERCASE LETTER"O"SHALL BE USED TO DETERMINE THE ALLOWABLE X XX ATTACHED APPLY SPECIFICALLY - WATERTIGHT.COORDINATE WITH THE WALMART CONSTRUCTION MANAGER AND THE STORE MANAGER TO SCHEDULE FOR DEMOLITION FOR OPENINGS. TE TELECOMMUNICATIONS ENCLOSURE WIDTH OF ALL CHARACTERS OF A FONT.THE WIDTH OF THE UPPERCASE LETTER"O"OF THE FONT SHALL BE 55 X.XX TO THE ITEM,AREA,OR SURFACE 12"MI 6. THE CONTRACTOR SHALL REMOVE ANY BUILDING SIGNAGE THAT INTERFERES WITH THE BUILDING ADDITION.WALMART WILL REINSTALL SIGNAGE OR ADD TO TOP OF TO WHICH THE LEADER IS 12 MIN PERCENT MINIMUM AND 110 PERCENT MAXIMUM OF THE HEIGHT OF THE UPPERCASE LETTER"I". � SIGNAGE AT COMPLETION OF ADDITION. TOC TOP OF CURB POINTING "I 7. NOTES INDICATING DEMOLITION WORK ARE NOT CONFINED SOLELY TO THE DEMOLITION PLANS.THE GENERAL CONTRACTOR SHALL REVIEW ALL TOM TOP OF MASONRY CHARACTER4. MINIMUM CHARACTER HEIGHT SHALL COMPLY WITH 20171CC A117.1 TABLE 703.2.4.VIEWING DISTANCE SHALL BE SALES E.WHERE WALL STANDARDS F.AT EGRESS DOORS IN THE CONSTRUCTION DOCUMENTS,INCLUSIVE OF SCHEDULES AND SPECIFICATIONS,TO DETERMINE FULL EXTENT OF DEMOLITION WORK. IN ADDITION TO THE ROOM FINISH IMPEDE THE REQUIRED GARDEN CENTER WHERE THERE TOS TOP OF STEEL MEASURED AS THE HORIZONTAL DISTANCE BETWEEN THE CHARACTER AND AN OBSTRUCTION PREVENTING 100 SCHEDULE,A KEYNOTE OR BLOCK CLEAR FLOOR AREA,MOUNT IS NOT AMPLE WALL SPACE FOR TP TOP OF PAVING FURTHER APPROACH TOWARDS THE SIGN.CHARACTER HEIGHT SHALL BE BASED ON THE UPPERCASE LETTER"2 X.XX X.XX OF KEYNOTES ATTACHED TO THE SIGNAGE LEGEND TYP TYPICAL CHARACTER HEIGHT MEASURED FROM THE BASELINE OF THE CHARACTER SHALL BE 5l8"(16 MM)MINIMUM AND 2 X.XX X.XX ROOM NAME TAG APPLY TO THE SIGN DIRECTLY TO DOOR. SIGNAGE,MOUNT SIGN DIRECTLY ( ) X.XX X.XX ENTIRE ROOM ENSURE DOOR HAS TO DOOR.ENSURE DOOR HAS INCHES 51 MM MAXIMUM. UNO UNLESS NOTED OTHERWISE AUTOMATIC CLOSER AND AUTOMATIC CLOSER AND DOES VCPFC VISION CENTER PAINT,FIX,CLEAN 5. CHARACTERS AND SYMBOLS SHALL CONTRAST WITH THEIR BACKGROUND. DOES NOT HAVE A NOT HAVE AHOLD-OPEN DEVICE. HOLD-OPEN DEVICE. VERT VERTICAL 6. WHEN RAISED CHARACTERS OR SYMBOLS ARE USED,THEY SHALL CONFORM TO THE FOLLOWING: INSECT CONTROL UNIT Ewl WM WALMART CHECKED BY:JCM KOA. CHARACTERS SHALL BE RAISED 1/32"MINIMUM AND SHALL BE SANS-SERIF UPPERCASE CHARACTERS.RAISED SIGNt+ wDRAWN BY: TMG LETTERSSHALL BE DUPLICATED IN BRAILLE. LEGEND O OB. RAISED CHARACTERS SHALL BE A MINIMUM OF 5/8"HIGH AND 2"MAXIMUM BASED ON THE HEIGHT OF THE LETTER z 0 ILE PROTO CYCLE: 05/30/25 .I FINAL NUMBER OF UNITS RECEIVED IS DETERMINED SIGN,REF NOTE 3. w C. PICTORIAL SYMBOL SIGNS(PICTOGRAMS)SHALL HAVE TEXT DESCRIPTORS LOCATED DIRECTLY BELOW THE BY THE WALMART FOOD SAFETY AND HEALTH PEST m FF TACTILE EXIT SIGN TACTILE EXIT ROUTE SIGN DOCUMENT DATE: 09/03/25 PICTOGRAM FIELD.PICTOGRAMS SHALL HAVE A FIELD HEIGHT OF 6"MINIMUM.PICTOGRAMS AND THEIR FIELDS MANAGEMENT AND PEST ELIMINATION SERVICES SHALL HAVE A NON-GLARE FINISH.PICTOGRAMS SHALL CONTRAST THEIR FIELDS,WITH EITHER A LIGHT PROVIDER __ 1. REQUIRED ACCESSIBLE ELEMENTS SHALL BE IDENTIFIED BY THE INTERNATIONAL SYMBOL OF ACCESSIBILITY AT THE PICTOGRAM ON A DARK FIELD OR A DARK PICTOGRAM ON A LIGHT FIELD. ALTERNATE LOCATION 7 PREFERRED FOLLOWING LOCATIONS: (NEAREST ADJACENT `--' (RIGHT-HAND SIDE, A. ACCESSIBLE ENTRANCES WHERE NOT ALL ENTRANCES ARE ACCESSIBLE 7. CONTRACTED(GRADE 2)BRAILLE SHALL BE USED WHEREVER BRAILLE IS REQUIRED.DOTS SHALL BE 0.090"(2.3 MM) TYPE TOTAL WALL,RIGHT-HAND SIDE ADJACENT TO DOOR) B. ACCESSIBLE ROOMS WHERE MULTIPLE SINGLE-USER TOILETS ARE CLUSTERED AT A SINGLE LOCATION TO 0.100"(2.5 MM)ON CENTER IN EACH CELL WITH 0.241"(6.1 MM)TO 0.300"(7.6 MM)SPACE BETWEEN D � OF OPENING PREFERRED) C. ACCESSIBLE CHECK-OUT AISLES WHERE NOT ALL AISLES ARE ACCESSIBLE.THE SIGN,WHERE PROVIDED,SHALL BE ABOVE CORRESPONDING DOTS IN ADJACENT CELLS.DOTS SHALL BE RAISED A MINIMUM OF 0.025"(0.6 MM)TO 0.037"(0.9 MM) D 2 G.AUTOMATIC SLIDING DOOR THE CHECK-OUT AISLE IN THE SAME LOCATION AS THE CHECK-OUT AISLE NUMBER OR TYPE OF CHECK-OUT ABOVE THE BACKGROUND. LOCATIONS IDENTIFICATI M ON NOTES: TACTILE SIGNAGE CAN BE LOCATED ON AUTO N ATICOT D. UNISEX TOILET AND BATHING ROOMS 8. WHEN PERMANENT IDENTIFICATION IS PROVIDED FOR ROOMS AND SPACES,RAISED LETTERS SHALL BE 1. ALL UNITS TO BE INSTALLED BY THE PEST SLIDING DOOR PANELS. E. ACCESSIBLE DRESSING,FITTING AND LOCKER ROOMS WHERE NOT ALL SUCH ROOMS ARE ACCESSIBLE ACCOMPANIED BY BRAILLE.TACTILE CHARACTERS E SIGNS SHALL BE LOCATED THE LOWEST ST B AIL MINIMUM ELIMINATION SERVICES PROVIDER ABOVE THE FINISH FLOOR OR GROUND SURFACE,MEASURED FROM THE BASE OF THE LOWEST BRAILLE CELLS AND 2. UNITS ARE NOT TO BE INSTALLED ABOVE ANY 2. DIRECTIONAL SIGNAGE INDICATING THE ROUTE TO THE NEAREST LIKE ACCESSIBLE ELEMENT SHALL BE PROVIDED AT THE 60 INCHES(1525 MM)MAXIMUM ABOVE THE FINISH FLOOR OR GROUND SURFACE,MEASURED FROM THE BASELINE FOOD SERVICE/PREP EQUIPMENT FOLLOWING LOCATIONS.THESE DIRECTIONAL SIGNS SHALL INCLUDE THE INTERNATIONAL SYMBOL OF ACCESSIBILITY: OF THE HIGHEST TACTILE CHARACTER.WHERE A TACTILE SIGN IS PROVIDED AT A DOOR,THE SIGN SHALL BE 3. UNITS ARE TO BE INSTALLED(INDICATED WITH A. AT EACH SEPARATE-SEX TOILET INDICATING THE LOCATION OF THE NEAREST UNISEX TOILET LOCATED ALONGSIDE THE DOOR AT THE LATCH SIDE.WHERE A TACTILE SIGN IS PROVIDED AT DOUBLE DOORS WITH BROWN RECEPTACLES AND COVERS)AS ONE ACTIVE LEAF,THE SIGN SHALL BE LOCATED ON THE INACTIVE LEAF.WHERE A TACTILE SIGN IS PROVIDED AT INSTRUCTED WITHIN THE CONSTRUCTION 3. TACTILE SIGNAGE SHALL BE LOCATED 48 INCHES(1220 MM)MINIMUM ABOVE THE FINISH FLOOR OR GROUND SURFACE, DOUBLE DOORS WITH TWO ACTIVE LEAFS,THE SIGN SHALL BE LOCATED TO THE RIGHT OF THE RIGHT HAND DOOR. DOCUMENTS.REFERENCE ARCHITECTURAL AND MEASURED FROM THE BASE OF THE LOWEST BRAILLE CELLS AND 60 INCHES(1525 MM)MAXIMUM ABOVE THE FINISH FLOOR OR WHERE THERE IS NO WALL SPACE AT THE LATCH SIDE OF A SINGLE DOOR OR AT THE RIGHT SIDE OF DOUBLE ELECTRICAL DRAWINGS FOR PROPER LOCATION GROUND SURFACE,MEASURED FROM THE BASELINE OF THE HIGHEST TACTILE CHARACTER.WHERE A TACTILE SIGN IS DOORS,SIGNS SHALL BE LOCATED ON THE NEAREST ADJACENT WALL.SIGNS CONTAINING TACTILE CHARACTERS PANEL WIDTH TO MATCH PROVIDED AT A DOOR,THE SIGN SHALL BE LOCATED ALONGSIDE THE DOOR AT THE LATCH SIDE.WHERE A TACTILE SIGN IS SHALL BE LOCATED SO THAT A CLEAR FLOOR SPACE OF 18 INCHES(455 MM)MINIMUM BY 18 INCHES(455 MM) DEPTH OF WAREHOUSE RACK PROVIDED AT DOUBLE DOORS WITH ONE ACTIVE LEAF,THE SIGN SHALL BE LOCATED ON THE INACTIVE LEAF.WHERE A TACTILE MINIMUM,CENTERED ON THE TACTILE CHARACTERS,IS PROVIDED BEYOND THE ARC OF ANY DOOR SWING BETWEEN SIGN IS PROVIDED AT DOUBLE DOORS WITH TWO ACTIVE LEAFS,THE SIGN SHALL BE LOCATED TO THE RIGHT OF THE RIGHT THE CLOSED POSITION AND 45 DEGREE OPEN POSITION.EXCEPTION:SIGNS WITH TACTILE CHARACTERS SHALL BE HAND DOOR.WHERE THERE IS NO WALL SPACE AT THE LATCH SIDE OF A SINGLE DOOR OR AT THE RIGHT SIDE OF DOUBLE PERMITTED ON THE PUSH SIDE OF DOORS WITH CLOSERS AND WITHOUT HOLD-OPEN DEVICES. DOORS,SIGNS SHALL BE LOCATED ON THE NEAREST ADJACENT WALL.SIGNS CONTAINING TACTILE CHARACTERS SHALL BE ® LOCATED SO THAT A CLEAR FLOOR SPACE OF 18 INCHES(455 MM)MINIMUM BY 18 INCHES(455 MM)MINIMUM,CENTERED ON 9. SIGNS TO BE PROVIDED AT ALL PUBLIC MEN,WOMEN,FAMILY AND UNISEX RESTROOMS.ROOM NAME SHALL BE O THE TACTILE CHARACTERS,IS PROVIDED BEYOND THE ARC OF ANY DOOR SWING BETWEEN THE CLOSED POSITION AND 45 "RESTROOM"AT UNISEX TOILETS. z DEGREE OPEN POSITION.EXCEPTION:SIGNS WITH TACTILE CHARACTERS SHALL BE PERMITTED ON THE PUSH SIDE OF DOORS O __ WITH CLOSERS AND WITHOUT HOLD-OPEN DEVICES. Q __jF O >' 4. CHARACTER AND SYMBOLS OF SIGNS SHALL BE IN CONTRAST WITH THEIR BACKGROUND AND SHALL BE EGGSHELL,MATTE,OR 13088 REGISTERED w -- OTHER NON-GLARE MATERIALS OR FINISHES. ARCHITECT ELEVATION PLAN 5. ACCESSIBLE SIGNAGE SHALL USE GRADE 2 BRAILLE AND MUST COMPLY WITH ICC A117A SECTION 703.4 OR ADA SECTION 703.3. H.WHERE WAREHOUSE RACKS IMPEDE THE REQUIRED CLEAR FLOOR AREA ADJACENT TO THE DOOR,PROVIDE 3/8"A-B PLYWOOD PANEL WITH EASED EDGES AND ATTACH TO THE END OF THE WAREHOUSE RACK USING(4) �1ARIAH MEYER GALVANIZED CARRIAGE BOLTS,WASHERS AND LOCKNUTS.CARRIAGE BOLTS STATE OF WASHINGTON ARE TO BE SIZED PROPERLY TO ENSURE THE BOLT END DOES NOT PROTRUDE BEYOND THE TOP OF LOCKNUT AND PANEL IS SECURE.IN GROCERY SERVICE AND PREPARATION AREAS,PAINT PLYWOOD P33 UNO. 09/24/2025 GENERAL INFORMATION SHEET: N1 BID ALLOWANCE SCHEDULE CEILING SCHEDULE VINYL WRAP AND GRAPHICS SCHEDULE FULL CEILING TILE REPLACEMENT,LINO Scope by Clampitt Through General Contractor • THE QUANTITIES PROVIDED BELOW ARE FOR PRELIMINARY ESTIMATING/BIDDING PURPOSES ONLY. CLEAN AND PAINT(P8)CEILING GRID PER SPEC IN ALL AREAS REQUIRING CEILING TILE REPLACEMENT REM DESCRIPTION QTY ADDITIONAL NOTES SHEET REFERENCE ITEM SCOPE QTY I NOTES SC WNM FUEL CEILING TILE REPLACEMENT AREAS QUANTITY OF TILES ARCHITECT OF RECORD: CART CORRALS 9 CORRALS SP1.1 Ref sheet A2 for Ref sheet A2 for BRR ARCHITECTURE,INC SC Trespa Panels xMET GROCERY SALES-8 TILES AT EACH SUPPLY AND RETURN GRILLE Colors dimensions FA vsauE SALES 72 TILES FOR CAMERA UPDATES 120 oveBwao rA ,11sszoa 20 LF TENANT SPACE TEL...13 ...�om DUST WALL 180 LF REFRIGERATED CASES D1 ROOM# ROOM NAME TILE TYPE QUANTITY OF TILES rnx.ezz-zsz-soaa 115 GRVESTIBULE N/A WA 101 GM VESTIBULE N/A WA GONDOLA SHELVES 24 SHELVES Al 119 AP OFFICE ACT-1 NF 21 173 PERSONNEL ACT-1 NF 15 175 ASSISTANT MANAGER ACT-1 NF 21 172 TRAINING ACT-1 NF 78 CASH WRAPS 12 Al 153 UPS ACT-1 NF 22 rwn o " �ww ww$o4� 163 ALCOVES ACT-1 NF 30irc�wa`' r�Z PIPE INSULATION 24 LF Al 0 €wm 105 CUSTOMER SERVICE ACT-1 NF 56 106 RETURN STORAGE ACT-1 NF 27 Z � O �LLa W3M'wzoy °€o COLUMN ATTACHMENT-MOUNTING BRACKETW/(2)STEEL SELF DRILLING#10 x 1"TEK SCREWS. VISION CENTER(SALES,WAITING AND r zw3'��rcFair°oQo 0 o CLEAN/SPILL STATION ATTACHMENTS 5 DRYWALL ATTACHMENT-MOUNTING BRACKET W/(2)#10x1"WOOD SCREWS.INSTALL 2x6 WOOD C2 NON SALES 985 ACT-3 160 OFFICES/EXAM ROOMS) � boo$om�NJ oH3 BLOCKING at 4'TO CENTER AFF - - AREA 601 ACC RESTROOM(TYP GYP CLG) N/A N/A pm �4 8'8 R- �-M n 604 ACC CUSTOMER SERVICE ACT-1 NF 155 100 SF GYP-SALES FLOOR(CUSTOMER VISIBLE AREAS) Al 607 ACC OFFICE ACT-1 NF 123 111&112 FRONT RESTROOMS(TYP GYP CLG) N/A N/A WALL FINISH 100 SF FRP-GROCERY SERVICE(CUSTOMER VISIBLE AREAS) GA1.1 165&166 REAR RESTROOMS(TYP GYP CLG) N/A N/A 167 FAMILY TOILET(TYP GYP CLG) N/A N/A 184 MOTHER'S ROOM(TYP GYP CLG) N/A N/A 151 BREAKROOM ACT-1 NF 108 25 LF BASE-GROCERY SERVICE(CUSTOMER VISIBLE AREAS)) GA1.1 901 SERVICE DELI ACT-2 111 902 DELI PREP AREA ACT-2 84 F 935 SERVICE BAKERY ACT-2 81 Z FLOOR FINISH 180 SF TILE AND/OR EPDXY-GROCERY SERVICE(CUSTOMER VISIBLE AREAS) Al 906 BAKERY PREP AREA ACT-2 54 909 PRODUCE PREP ACT-2 52 y 300 PHARMACY ACT-3 101 Z BOLT HOLES/SPALLS TO REPAIR 120 A1.1 ALL OTHER ROOMS ETR(UNO) 0. CEILING CLEANING ALL CEILING REFERENCE SPECS TYPES O rn JOINT REPLACEMENT 405 LF SALES FLOOR AND CUSTOMER AREAS A1.1 0 0 th N 0 � W a CEILING -- REF$At CEILING SCHEDULE > o Z O U� �Ko a V lL Z m Z zFOf 0 JobO N Qo m m Q ISSUE BLOCK CHECKED BY:JCM KO DRAWN BY: TMG PROTO CYCLE: 05/30/25 DOCUMENT DATE: 09/03/25 /8 REGISTERED ARCHITECT V �1ARIAH'1EYER STATE OF WASHINGTON 09/24/2025 BID ALLOWANCE SCHEDULE SHEET: SA1 OCCUPANCY COLOR LEGEND OCCUPANT LOAD CALCULATIONS EGRESS WIDTH CALCULATIONS SHEET NOTES DISTANCE OF TRAVEL MERCANTILE&INDOOR SEASONAL SALES: 1. MAINTAIN A MINIMUM OF 3'-0"AISLE WIDTH ON SALES A2-ASSEMBLV FLOOR WHERE MERCHANDISE OR OTHER OBSTRUCTIONS SPRINKLERED 25V 2,054 OCCUPANTS X 0.2=411 INCHES REQUIRED ARE PLACED ON ONE SIDE OF AISLE,AND T-6"AISLE 2 GM VESTIBULE(EXIT A) X 121=242 INCHES PROVIDED WIDTH WHEN SUCH OBSTRUCTIONS ARE PLACED ON B-TRAINING BOTH SIDES OF AISLE 2 GR VESTIBULE(EXIT N) X 121=242 INCHES PROVIDED 2. ALL EXIT SIGNS AND EMERGENCY LIGHTS ARE SHOWN ON ARCHITECT OF RECORD: OCCUPANT LOAD CALCULATIONS: 3 6'-0"DOORS(EXIT B,E,F) X 66=198 INCHES PROVIDED SHEET E7,(SYMBOL LEGEND ON E3),AND W ILL BE BRR ARCHITECTURE,INC Sl-AUTOMOTIVE A2-ASSEMBLY 1480.80 SF / 15- 99 1 81 3'-0"DOORS(EXIT M) X 90=90 INCHES PROVIDED AUTHORITY PRIOR TO FINAL APPROVALS.INCHES PROVIDED SUBJECT TO INSPECTION FROM FIRE MARSHAL HAVING 300 FAvexuE '-6"AUTO SLIDER(EXIT 1) X 39=39 B-BUSINESS 4162.575E / 150= 28 oveawxo rA ssxoa B-TRAINING 616.96 SF / 20= 31 TOTAL INCHES PROVIDED =811 TOTAL INCHES PROVIDED 3. 25021,'X.TRAVEL DISTANCE IS SHOWN AS A DASHED LINE. B-BUSINESS F1-KITCHEN 3681.37 SF 200= 19 STORAGEIASSEMBLYIBUSINESSITRAININGIKITCHEN: - M-INSIDE SEASONAL SALES 3998.99 SF 60= 67 - / 264 OCCUPANTS X 0.2=53 INCHES REQUIRED 4. REF Ni FOR TACTILE EXIT SIGNAGE FAx.ezz-zsz-soaa / M-MERCANTILE 119219.76 SF/ 60= 1,987 6 3'-0"DOORS(EXIT C,D,G,J,0,P,Q) X 33=198 INCHES PROVIDED F1-KITCHEN M-OUTSIDE SEASONAL SALES 8776.98 SF / 60= 147 TOTAL INCHES PROVIDED =198 TOTAL INCHES PROVIDED S1-AUTOMOTIVE 1917.95 SF / loo= 19 M-INSIDE SEASONAL S1-STORAGE 24034.03 SF /300= 81 AUTOMOTIVE: TOTAL OCCUPANCY 167889.40 SF 2,478 19 OCCUPANTS X 0.2=4 INCHES REQUIRED 1 3'-0"DOORS(EXIT H) X 33=33 INCHES PROVIDED M-MERCANTILE TOTAL INCHES PROVIDED =33 TOTAL INCHES PROVIDED w ' �o rcw-IF EGRESS WIDTH REQUIRED: TOTAL: ° h Uh A?A° W ° �'oF�wun°3r M-OUTSIDE SEASONAL EGRESS INCHES REQUIRED 0.2 INCHES PER PERSON SERVED 2,337 OCCUPANTS X 0.2=468 INCHES REQUIRED MINIMUM CLEAR WIDTH= 33" FOR 3'-0"DOOR OPENING 7 3'-0"DOORS(EXIT C,D,G,H,J,O,P,Q) X 33=231 INCHES PROVIDED 0 45" FOR 4'-0"DOOR OPENING 3 6'-0"DOORS(EXIT B,E,F) X 66=198 INCHES PROVIDED u_ - Hao¢oAG€rc Si-STORAGE 2 GM VESTIBULE EXITA X 121=242 INCHES PROVIDED O 3�¢'°"M�o3°HO€°z ( ) 2 GR VESTIBULE(EXIT N) X 121=242 INCHES PROVIDED ~ zw3Sp�<orSa° EGRESS WIDTH REQUIRED(INCHES)EQUALS: 1 8'-0"DOORS(EXIT M) X 90=90 5 Sao gewHA w INCHES PROVIDED 0 .22 (AREA OCCUPANT LOAD (EGRESS WIDTH PER PERSON SERVED) 1 3'-6"AUTO SLIDER(EXIT I) X 39=39 C- l °f°-�J- 4g INCHES PROVIDED „°, TOTAL INCHES PROVIDED '�& UM =1,042 TOTAL INCHES PROVIDED rn €� 8�° $�c`-�' OUTDOOR SALES;FENCED AREA: 147 0.2 30 2 3'-0"DOORS(EXIT K,L) X 33=66 INCHES PROVIDED TOTAL INCHES PROVIDED =66 TOTAL INCHES PROVIDED 0.5 1 2 2.5 2.6 "'JEXTCTY 4.5 T tT T 5.6 6 6.2 6.6 7.4 7.5 7.6 8.3 8.4 8.6 8.8 T 8.9 10 10.1 10. 10.510. T Z a n 33"I.20= y 165 OCCUPANTS O 00 �� °® ❑° 00 M N . 0 C=) W ° 00 Q�a EXIT D: K.5 ° 33"I 20= Z p 165 OCCUPANTS O K.1 EXIT E: EXIT F: EXIT G: O Z a .0 OCCUPANTS 3300CCUPANTS 1650CCUPANTS 0 � //rI�'''►►Q� v' - V W Z m Z K --- o ZH 0 Joo cl J.6 ' D <N� I � EXIT H: EXIT B: �,�,q I 0 33"/.20= w J•2 -_ 66"/.20= I�I-II I 165 OCCUPANTS 330 OCCUPANTS En El / Z J -- w -- Emu - m ISSUE BLOCK H.8 �1 IH.7 ®I I AR H.1 r EXIT I:- ------- 248'-6.� I� Y'1' I Y'1' I� I 1950CCUPANTS IIn -- z48'_0" ------------T-.4 ----------------- 2so'_o" -----------1 'TA ❑ ❑ ❑ H s ❑ ❑ ❑ TIM s ❑ um ® d 3 I❑ 3 H % IMH I � 1\1 " o 249 0" ® I CHECKED BY:JCM KO G.2Lj LLm� G.1 I Y H H RR H H-S o I EXIT J: DRAWN BY: TMG tltltllll II/���III G -- i 4 e ❑ ❑ ❑ i 33"/.20= PROTO CYCLE: 05/30/25 " 165 OCCUPANTS f------ 248'-0" -- r_--- ® DOCUMENT DATE: 09103125 Ir_-__-----__- �� �I-I� ® I �� F.3 I ( � --- ❑ ❑ ~�--� �- - -_-_-_ 249'-0" ' u� EFF I ll� F, T° It H ❑ ❑ H It ❑ ❑ ® h ❑-H ❑ ❑ I I 13088 REGISTERED I� I ARCHITECT ® o o El 0 �l Irr _- D 2 I I I I MARIAH MEYER i - FILJ IL I STATE OF WASHINGTON Lj D -_- �" I 192_s" .4 D o� � ° ° I I ,so_6" 09i2412025 8 --- --- --------------------------- --- -- ---- -------- C.6 za6,_6„ ------ p ________- r I g �p t ---I o ❑ 24s'-o„ o - - I I I I I I I I LIFE SAFETY ® ® I EXIT K: PLAN B.1 EXITM= 33"/.20= 165 OCCUPANTS 450OCCUPANTS B == I - EXIT L: L___ I i l 33'/.20= 165OCCUPANTS A.2 =_ ® ------ - ® o o ® ® --- --- ® A.1 0 ° A (/��[\� VESTIBULE A: EXIT Q: EXIT P: EXIT O: VESTIBULE N: LIFE SAFETY PLAN = // 1,2100CCUPANTS i650CCUPANTS i650CCUPANTS 1650CCUPANTS 12100CCUPANTS SHEET:�� 1"=20'-0" \Y/ a LEGEN d mmACCE� `m77MMMM • / SSIBLE PATH OF TRAVEL ARCHITECT OF RECORD: BRR ARCHITECTURE,INC 8131 METCALF TEL.113-xbx-.. 55x0a Q / 8 a T o ry �WWWoo a •� W a iorc�wnz3� • - STOP � � � It --- ----- Z.,Muzz o wt2LL - wsw �4ao o H <� _ Z _ Z _ 0. U = rn 3,380 SF 0 0 M EXISTING WALMART EXPANSION D N O O � SUPERCENTER STORE NO.03757 4 a o ��o z� Q oo Z 0 m Z U) D ® o i ZZLL _co 0 o o I � Joy ISSUE BLOCK / I /" E■I �EII �EII I —�e 0 — — — — — — — ® ® fl o o fl ® ® ® o 0 / 12 CHECKED b I I b b b KO DRAWN BY:BY:JCM TMG PROTO CYCLE: 05/30/25 I J ® o DOCUMENTDATE: 09/03/25 I . o f773 - � ® p Ol , .�. c ID _ THIS SHEET IS INCLUDED ® FOR INFORMATIONAL PURPOSES ONLY AND IS NOT TO BE SIGNED I" SITE PLAN (FOR u 11 o u RE ONLY)CE I SITE PLAN (FOR REFERENCE ONLY) 1"=30'-0" NOTE:THIS SHEET IS PROVIDED NOTE:THIS SHEET IS A COPY OF THE AVAILABLE OVERALL SITE PLAN FOR PERMITTING PURPOSES PROVIDED BY THE CIVIL ENGINEER FOR THIS PROJECT.THIS SHEET IS ONLY;INFORMATION SHOWN IS PROVIDED FOR INFORMATION ON THE ASSUMED EXISTING SHEET: NOT INCLUDED IN THE CONDITIONS AT THE PROJECT SITE.THE ARCHITECT OF RECORD HAS S P 1 CONTRACTORS SCOPE OF NOT MADE MODIFICATIONS TO THIS SHEET AND CANNOT BE HELD WORK RESPONSIBLE FOR THE ACCURACY OF THE CONDITIONS ILLUSTRATED. a SITE SHEET NOTES 1. PREP AND PAINT ALL EXTERIOR LIGHT POLE BASES AND ALL BOLLARDS P5E,LINO 2. POWER WASH SIDEWALK AT FRONT OF BUILDING,AUTO CARE CENTER,AND ONLINE PICKUP DELIVERY 3. FILL RECESSED CONCRETE AT FENCE AND SHADE CLOTH CORE DRILLED POST BASES W ITH REPAIR MORTAR ARCHITECT OF RECORD: SYSTEM,REF SPECS BRR ARCHITECTURE,INC ., 4. CONCRETE SIDEWALKS ADJACENT TO THE STORE NOT TO F AVENUE IT P49E ,� EXCEED 2%CROSS SLOPE. ovEBwxo rA ssaoa ALL SIDES, KEYNOTES .......m.a�x.�on, TYP FAx.9.3 ass soaa TEL:91-62-9095 2.01 CHAIN LINK FENCING WITH PLASTIC SCREENING SLATS INSTALLED VERTICALLY(HEIGHT NOTED ADJACENT TO KEYNOTE) 6.58 INSTALL GRAY BOLLARD COVERS AT ALL FRONT ENTRANCE BOLLARDS.ANCHOR COVERS TO BOLLARD.(REF SPECS FOR HEIGHT OF SLEEVE) GC TO REMOVE PRECAST CAP AT SCREEN / I o WALL AND REPLACE WITH PRE-FINISHED METAL COPING SYSTEM,REF 4-SP2 / a 3oFpawowm GRAY z dy �aoa° ap �� O "'°"� Sooi zHaz�a 00 �� g zo�a8ot&o � °N5€ ❑, a ❑• g css ❑, GRAY env 2.01 z o71STOP � z o 00 0 O w U to 00 M 0 W i a I � Zo u � Z Z a<Od WZ Zli 0 rn JoF- � IC, o z 0 f l ISSUE BLOCK PDSP i .{a _ I I ARCHITECTURAL FINISH FLOOR=100.00' REPLACE JOINT FILLER MATERIAL SITE SIGNAGE,REF CIVIL I NEW EXPANSION - AT GM AND GR ENTRANCES.AREA W- PA- I STORM NOTE: TO BE REPLACED FROM PAVING TO I DRAIN, FINISH FLOOR ELEVATION AT STORE ENTRANCE BY WIDTH OF REF CIVIL FOR I CIVIL ALL EXTERIOR DOORS=100.00' VESTIBULE.REF SHEET SA1 FOR ADDITIONAL SITE SOW UNLESS NOTED OTHERWISE BID ALLOWANCE. REFER TO SPECS FOR DETAILS AND REQUIREMENTS FOR REPLACE DAMAGED AND/OR STORMWATER POLLUTION CONTROLS AND SITE INSTALL OWNER FURNISHED CART I ° STORAGE OF MATERIALS AND EQUIPMENT.DEVIATION(S) CORRAL.COORDINATE SCOPE FROM DETAILS SHOWN MUST BE SUBMITTED FOR WITH STORE SETUP.REF SHEET I `.� •I APPROVAL IN ACCORDANCE WITH SPECS. SA1 FOR BID ALLOWANCE. EXISTING I STORM J 4 S ------------- —ORA1Pr-- / CHECKED BY:JCM KO O DRAWN BY: TMG PROTO CYCLE: 05/30/25 DOCUMENTDATE: 09/03/25 l I I i i 1308T�4' ERED TECT I i I i MARIAH MEYER [� STATE OF WASHINGTON dO1S dO1S dO1S -a ln'f o o 09/24/2025 n 13 nSP2 TYP OF(18) SITE PLAN STOP STOP S10P S0P — STOP i. � SITE PLAN =� SHEFT PROVIDE CONTRACTION JOINTS IN CONCRETE TO ALIGN WITH EXISTING CONCRETE JOINTS,REF EXTERIOR SIDEWALK/PAVING EXISTING EXIST SIDEWALK CONTRACTION JOINT DETAIL, REF 9-OPDSPI ARCHITECT OF RECORD: PAVING BAR ARCHITECTURE8131 METCALF ,INC EXIST GONG 4"THICK EXIST GONG SUITEDveBwnD rA AveN ssxoa SLAB GONG�SL-ABSLAB 11 0 zL - z O r.x.Ax3-xsx-seaa In x U SECTION E O FR z - jN K a w °� ¢ #4 AT 16"OC 1l2"DIA x 8"SMOOTH it a #4 AT 9"OC DOWEL AT 18"OC AROUND PERIMETER OF CONCRETE SLAB, AGGREGATE BASE, DRILL AND EMBED 4" REFSPECS MIN INTO EXISTING w � � aw°o CONCRETE WITH 2'-0"FV REF PLAN CO ADHESIVE ANCHOR MPACTAND w ° ° F�wu°° , GONG ETR PATTERNED GONG RECONSOLIDATE GREASE END IN a 3ts�w&°O wW EXISTING SUBGRADE SLAB.REF SPECS. O � >°aarcrcw� rcm z N PLAN VIEW SECTION ° =w, o°3wV€o g 3so2 LL�EWE�o°"s go. , q�SIDEWALK DETAIL - ADDING PATTERNED CONCRETE €= $o &op5€ L Z a 4-4- 0 FV O o 1,-11. 4'-0„ 3•_7^ FV �J FV. FV 3'-7" 11" J/ FV FV " 4 � 0 qGc 0Q°GC TO REMOVE PORTION O PATTERNED CONCRETE TO MATCH EMOVE PORTION OF SIDEWALK REF 12-SP2 Z K ADJACENT FINISHES,COLORS,AND O OF SIDEWALK,REF 13-SP2 O Z� D. TEXTURES,REF14-SP2 PATTERNED CONCRETE TO MATCH EXTENTS TO ALIGN WITH CROSSWALK o n ADJACENT FINISHES,COLORS,AND MARKINGS,REF CIVIL I.�a O N TEXTURES,REF14-SP2 v W Z m EXTENTS TO ALIGN WITH CROSSWALK z z w MARKINGS,REF CIVIL GARDEN CENTER ENLARGED GARDEN CENTER ENLARGED o moo z0) �3181'-O" LARGED ENTRY PLAN ENTRY PLAN GR ENLARGED ENTRY DEMO PLAN ENTRY DEMO PLAN Q 13 12 3/B"=,'-0" 11 3l8'•=,._O,. 1O 3l8'•=,._O,. V � z m 0 FENCE POST SPACIN 4'-0" DOOR FRAME ISSUE BLOCK POST SPACING T-81/2" MINI MESH FENCE FABRIC NOT MINI MESH FENCE FABRIC NOT 7" USED IN TIRE STORAGE AREA USED AT TIRE STORAGE AREA 4 � ,' 4"x4"x3/Sx0"-8" 1"MINI-MESH FENCE FABRIC _ ANGLE CENTERED FOR HOLLOW METAL DOOR j EXIT SIGN ATTACHMENT FRAME WITH 2"x 2"x 1/4"x 9"STEEL ANGLE OPENING ANCHORS BRACKET BEYOND WITH 1/2" MINIMUM 4 PER JAMB BOLT TO POST WITH(3)1l4"TEK 8 PLUG ENDS OF POSTS SCREWS TO DOOR SURROUND- SP2 8"x 6"x 1/2"STEEL BASE (2)ANGLE BRACKETS PER DOOR PLATE WITH(2)1/2"x 5" SLEEVED ANCHORS 9"W x 4'-0"L x 12 GAUGE SECURITY FIN AT TOP OF TUBE w _ EMERGENCY 6"x STEEL TUBE 4"x WELDED > � k BE FRAME FRAME LOCATE BETWEEN > y>';i2y>j j2 >;.,�� .,�� Y>y� EXIT SIGNAGE 5"W x7'-6"Hx12 GA ANGLE BRACKETS 4 _ SECURITY CLOSURE FIN ANCHOR TO TUBE 1/4" o WITH 1/4"TEKSCREWS now 4"x 4"x 3/8"x 8"STEEL ANGLE � 5 T-6 1/4" CENTERED AT TOP OF TUBE SP2 WEATHERPROOF AT 16"OC-COPE ABOVE PAVING FRAME FOR EXIT SIGN a EXIT DEVICE AROUND DOORJAMB ATTACHMENT-ANCHOR WITH THRU-BOLTS AS (4)1l4"TEK SCREWS w --- _ _ 5"x T-6"x 12GA REQUIRED N AT CONT SEALA T - - - (2)SIDES SECURI FTY I DOOR T CHECKED BY:JCM KO CONT SEALANT SUPPORTFRAME Q 6"x4"xi/4"STEEL TUBE --- HOLLOW METAL DRAWN BY: TMG AT TOP OF DOOR FRAME DOOR AND FRAME PROTO CYCLE: 05I30125 $HIM SEALANT �2��C<$ �xx xx >�> �� 6x4 WELDED TUBE 7YP 3116 DOCUMENT DATE: 09I03125 SHIM FRAME AT 11/2" MAX 3'-0"MN FENCE POST(EXISTING AT HOLLOW METAL DOOR FRAME 8"x 6"x 1/2"BASE PLATE WITH(2)1l2" SIM CONDITION) EXISTING FENCE POST TO REMAIN O z - x I.SLEEVE ANCHORS T' EXTEND MINI MESH 12 GAUGE GALVANIZED 6"x 4"TUBE m CHAIN-LINK FENCE METAL CLOSURE PANEL AT FRAME POST T-0"MIN ' x z FABRIC TO NEAREST STRETCHER BAR O w POST THAT MEETS LOCATION-ANCHOR WITH 5 3/4" BEYOND EMEND MINI MESH CHAIN-LINK FENCE FABRIC T-0"MIN DIMENSION 1/4"TEK SCREWS AT 16"OC _ TO NEAREST POST • MINI MESH FENCE FABRIC 12"DIA CONCRETE HEAD AT MANDOOR FRAME DOOR SURROUND ELEVATION FILLED POST HOLE JAMB AT MANDOOR FRAME 31 7 1/4' REMOVE EXISTING PRECAST CAP AND ANCHORS(GRAY SHADED), CONT 1"FOAM GRIND SMOOTH TO ALLOW NAILER TO LIE FLAT BACKER ROD, SPOT ELEVATIONS AND CENTER OF WALL 24 GA CONT METAL COPING CAP DIMENSIONS ARE TYP PAINT-GRIP FINISH,PAINT TO UNLESS OTHERW ISE 3 1308T�4,� 15 MIL HIGH - MATCH WALL COLOR,REF SPECS NOTED ON SI7E PLAN ERED TEMPERATURE �� SP2 TECT SELF-ADHESIVE CONT METAL CLEAT,BOTH MEMBRANE SIDES LEAVE REAR HEM REF OPDSP7 6'-0" REF OPDSPI EXISTING FENCE OPEN FOR FIELD CRIMPING POST TO REMAIN w --- _-°'-'L=---- 100.00' 3-4" 1'-0 100.00' MARIAH MEYER 6"x 4")1/4" m WELDED STEEL OH ; STATE OF WASHINGTON TUBE FRAME SP2 SIM z FO O o 7" z _ #12 TEK SCREW AT -• - w •, 09/24/2025 HOLLOW METAL DOOR 4"DIAMETER w w❑ 16"OC,BOTH SIDES MATCH .> a MATCH SPOT ELEVATIONS AND REF STRUC AND FRAME POSTS AT �n �C TREATED 2X .MAX SLOPE O MAX SLOPE w a w WOOD NAILER EXIST .�a'.�� y °' EXIST 4 DIMENSIONS ARE TYPICAL UNLESS FOR SECTION w GATE z EXTERIOR -�'2Q(2�). 1.20(2%) a OTHERWISE NOTED ON SITE PLAN EXISTING BOND BEAM CONC APRON GONG STOOP z FACE OF CJ CJ' ' m l O 3/8"WEDGE GROUT,FIELD VERIFY REF PLAN REF PLAN EXISTING - - ,. O a ANCHOR AT WALL °' 'w , SINGLE DOOR a ❑ 501A m 24"OC - NOTE:WALL AND BOND SLOPE SLOPE 8892"" ••a0 •� z' a'8892' N rn q y BEAM REINFORCEMENT REF PLAN REF PLAN EXISTING rn a V-4" MO V-4" a O OMITTED FOR CLARITY, __ a REF STRUC �- SLAB CONTRACTION U. 6 y O 100.00' M ¢ M u MATCH EXISTING JOINT,TYP SITE DETAILS w _ EXISTING WALL REF9-OPDSPi _ (STOOP, _ LL 5"W x T-6"H x 12 GAUGE 6 Z O O • MATCH CONCRETE STOOP, MATCH 100.00' o SIDEWALK, REF STRUC \ 4 z STEEL SECURITY FIN AT EXIST EXIST EACH SIDE OF DOOR SP2 z w= DOWELS, SUPPORTFRAME 4 �4 III- - _ REFSTRUC CONCRETE APRON \\� FLATWORK, ° w Q w EXISTING CONCRETE PAVING PAVING, ELS, AGGREGATE BASE, MINI MESH FENCE FABRIC IN z ACTUAL WIDTH MAY VARY REDF STR C STRUC AND SPECS REF 99.92 99.92 CURBS) LIEU OF STANDARD CHAIN LINK EXISTING FENCE DST FABRIC TO NEXT FENCE POST TO REMAIN STOOP AND APRON AT CONCRETE PAVING OR SIDEWALK STOOP AND APRON PLAN s DOOR SURROUND SCREEN WALL CAP - SINGLE CMU STOOP AND APRON SECTION SAT CONCRETE PAVING STOOP PLANS - TYPICAL SHEET: ^/ 3„=,,-0„ ` J / 1/2"=1'-0" ` L / 1/4,�_,�-0,� 1/4„=,,-0„ SP2 a DEMOLITION LEGEND SHEET NOTES EXISTING TO REMAIN 1. DEMOLITION INCLUDES BUT IS NOT LIMITED TO ITEMS SHOWN DASHED,REF DEMOLITION REQUIREMENT NOTE ------- DEMOLISH/REMOVE ON N1 SHEET REMOVE ALL DOORS SHOWN DASHED,REF ENLARGED AREA TO BE DEMOLISHED 2 PLANS AND DOOR SCHEDULE FOR DOOR AND FRAME REPLACEMENT ARCHITECT OF RECORD: BRR ARCHITECTURE,INC METC I I TEL:913-36x-9095 EXISTING ROOF DECK rAx:9n-z9x-99aa ROOF DECK DUST DRAPE TO BE 6 MIL CLEAR ldhddldhdh POLY SHEETING OVERLAPPED STUD TRACK EXISTING ROOF DECK AT JOINTS A MIN OF 2'-0"AND ATTACHED TO BOTTOM DUST DRAPE OF DECK AT 48"OC CONTINUOUSLY TAPED JOINT$ STUD TRACK DEMO AREA ATTACH SHEETING FROM ROOF ATTACHED TO BOTTOM DECK TO TOP OF BARRIER AS INSTALL CONT LAYER 6 MIL OF DECK AT 48"OC SHOWN FOR A DUSTPROOF POLY CLEAR SHEETING FROM WALL TO BE REMOVED DUST DRAPE CONDITION,IF AT TO FLOOR TO ROOF DECK, INSTALL CONT LAYER 6 MIL OVERLAPPED AT JOINTSA MIN CEILING IS IMPOSSIBLE,LIGHT POLY CLEAR SHEETING FROM w rc '_ OF2'-0"AND CONTINUOUSLY o �ww CONT 2"x 4" FRAMING SHALL BE INSTALLED FLOOR TO ROOF DECK, .. �HOW O W TAPEDATALL JOINTS,SEAL w ° h F��Oz3r DUST DRAPE HOLD DOWN WITH SHEETING ATTACHED EXISTING FINISH CEILING OVERLAPPED AT JOINTS A MIN AROUND IT TO PROHIBIT DUST VOIDS AT DECK OF 2'-0"AND CONTINUOUSLY �wR PENETRATION TAPED AT ALL JOINTS,SEAL 2 ROWS OF 2X BLOCKING p �w 3o aarcaw `-'pm I� I VOIDSATDECK j BETWEEN STUDS,LAP 6 MIL w Jao� 5€p I� 1 2x4TOP PLATE � ______-- ---_ _ ______� JI POLY CLEAR SHEETING z � w €� ` I BETWEEN ROWS AND ATTACH O z ; �°o3 z=:z ` I REMOVE CEILING PANELS 2 ROWS OF 2X BLOCKING w fiffl wOOo¢ I08'-0"AFF AT 24"OC g 3`n"'$'o 5p0 n�� AND LIGHTS AT WALL BETWEEN STUDS,LAP 6 MIL I I �z� °wwo=��3 ROOF DECK DUST DRAPE TO BE 6 MIL CLEAR POLY LOCATION,GRID TO REMAIN, POLY CLEAR SHEETING T.O.PLYWOOD a �" z w w"J SHEETING OVERLAPPED AT JOINT$A MIN I I r o ,o� ia_wnw SEAL CLEAR SHEETING BETWEEN ROWS AND ATTACH I �� I 2x BLOCKING BETWEEN �� $o.',a DUST DRAPE OF 2'-0"AND CONTINUOUSLY TAPED DEMO EXISTING I I AROUND GRID AT 24"OC I I STUDS,PROVIDE 2X JOINTS ATTACH SHEETING FROM ROOF I - DUCTWORK, DEMOLISH GYPSUM BOARD TO BLOCKING BEHIND EACH DECK TO TOP OF BARRIER AS SHOWN ELECTRICAL AND i `� CONSISTENT HEIGHT ALONG THE 2x BLOCKING BETWEEN 6'-0"@LOAD BEARING HORIZONTAL JOINT IN THE DEMO AREA DEMO AREA FOR A DUSTPROOF CONDITION,IF STUDS,PROVIDE 2X ATTACHMENT TO CEILING IS IMPOSSIBLE, CABLING AS REO'D I ENTIRE LENGTH OF BULKHEAD O z x 4'-0"ALL OTHER LOCATIONS PLYWOOD WALL COVERING BLOCKING BEHIND EACH FOR INSTALLATION OF THE HEIGHT WILL DEPEND ON w AND ATTACH PLYWOOD TO DUST DRAPE LIGHT FRAMING SHALL IN I i WE, HORIZONTAL JOINT IN THE BULKHEAD REF MEP I ACCESS SPACE REO'D FOR a Y DEMO AREA STUDS AND BLOCKING AT INSTALLED WITH SHEETING ATTACHED 4 PLYWOOD WALL COVERING I I 12"OC MAX,TYP METAL STUDS AT 24"OC CONT 2"x4„ ___7_�__� WORK BEHIND BULKHEAD >� FOR WALLS UP TO 14': AROUND IT TO PROHIBIT DUST I � AND ATTACH PLYWOOD TO I METAL STUDS AT 24"OC DUST DRAPE HOLD DOWN PENETRATION I I STUDS AND BLOCKING AT 3-5/8"x 22 GA I FOR WALLS UP TO 14': FRP ON 1/2"C/D PLYWOOD FOR WALLS HIGHER THAN 14': 12"OC MAX,7YP 3-5/8"x22 GA II II 2 x 4 TOP PLATE --------- -- 6'x 18 GA SHEETING FROM FLOOR TO z 4 FRP ON 1/2"C/D PLYWOOD FOR WALLS HIGHER THAN 14': OVER 6 MIL POLY CLEAR 6"x 18 GA F OVER 6 MIL POLY CLEAR J DEMOLISH GYPSUM SHEETING FROM FLOOR TO 8'-0"AFF INSTALL FULL 2 x 4 STUD AT 96"OC METAL STUD SHEETS,LONG DIMENSION 3-5/8"x 22 GAMETAL STUD BOARD AND METAL BOTTOM OF FINISH CEILING, 3-5/8"x 22 GA 1/2"CD PLYWOOD BRACE AT 96" O STUDS FOR THE INSTALL FULL SHEETS,LONG HORIZONTAL BRACE AT 96"OC z 1/2"CD ATTACHED TO STUD AT EXTENTS SHOWN TO DIMENSION HORIZONTAL FOR ATTACHMENT U 2 x 4 BRACE AT 96"OC 12"OC MAX COMPLETE DESIGN CONTRACTOR'S OPTION OPTION FOR CONTRACTORS OPTION 2 x 4 STUD AT 96"OC OC STUD TRACK,ANCHOR 1l2"CD PLYWOOD STUD TRACK,ANCHOR CONTRACTOR'S AT 41 OC ON ATTACHMENT I,' ATTACHED TO STUD AT AT 48"OC ATTACHMENT U MEAT AND REFRIGERATED CASE 2 x 4 BRACE AT 96"OC 12"OC MAX CONTRACTORS OPTION FF DELI COOLER � � _ I I ON ATTACHMENT 2 x 4 BOTTOM q PLATE O O N FF N 2 x 4 BOTTOM 0 rn FLOOR i i PLATE NOTE:TYPICAL WHERE UTILITY TRENCHES ARE CUT IN FLOORS OF FOOD AREAS Q NOTE:TYPICAL AT R WALL FOOD AREAS WITH CEILINGS/NOT ON AN EXTERIO WITHOUT CEILINGS/NOT ON AN EXTERIOR WALL I I >O FLOOR z p ANCHORS AT 96"OC Z O Z m D ___________ ANCHORS AT 96"OC O J TEMPORARY BARRIER/DUST TEMPORARY FRP TEMPORARY FRP CLAD TRENCH ~ao DRAPE DEMO BULKHEAD SECTION AT FREEZER / COOLER TEMPORARY BARRIER/DUST DRAPE CLAD BARRIER/DUST DRAPE BARRIER/DUST DRAPE zzw 1/2"=V-0" 3/4"=1'-0" 3/4"=1'-0" 3/4"=1'-0" dJ 1 a". SAW-CUT EXISTING 0.5 2 2.5 2.6 2.8 2.9 3 4 4.1 4.5 5.6 6.2 6.6 6.9 7 7.4 7.5 7.6 8 8.3 8.4 8.6 8.8 9 8.9 10 10.1 10. 10.510.8 10.9 11.0 12.0 o m SLAB FULL DEPTH,DO NOT EXTEND SAW CUT #3 x 8"DOWELS O PAST AREA TO BE m AT 18"OC, O REMOVED 21 1 MID-SLAB DEPTH L RAPID SET CONCRETE M IX BY GC - EXISTING K.5 ISSUE BLOCK 1/2"t CONCRETE c A s CONCRETE SLAB OVERLAY BY ® ❑® ®� 8„ PREFERRED FLOORING #3 REBAR AT 12"OC, K.1 El MAX CONTRACTOR, +- MID-SLAB DEPTH 1 CONCRETE OVERLAY ❑ AC1 TO BE FLUSH AND � � AGGREGATE BASE LEVEL WITH ADJ 9 K ❑ SURFACES ROLLED EPDXY PRIMER J.6 z DOWELING TO BE CONDUIT AND SAND ---D1.1 ® REMOVE RACK, D1.1 I I A MAX OF 6" CONDUIT OR PIPE y CUSHION ONLY APPLY WHEN REMOVE FAST REF FXS SHEETS I i -FROM EDGE OF 4"SAND CUSHION INFILLING OVER TRENCH- .J.2 SORTER,REF I I I CONCRETE INFILL i"i` >-••i.' = DEPTH TO BE DETERMINED ELECTRICAL, PLAN SECTION PER FIELD CONDITIONS AND J -- ------- I I CONTRACTOR NOTES: L.I 9 { I I ,/�, I I I 1. SAWCUT EDGES SHALL BE STRAIGHT AND EITHER PARALLEL EXISTING CONTROUCONSTRUCTION JOINTS I ® I .. .. .. I ` ` I I • SAWCUTS AT AN ANGLE TO THE EXISTING CONTROL JOINT PATTERN WILL NOT BE ALLOWED UNDER ANY I iEDIIED.- � fl a CIRCUMSTANCES L.I$ I I r _______ 2. PRIOR TO CUTTING,INSTALL 36"WIDE ROSIN PAPER EACH SIDE OF PROPOSED EDGE CUTS IN ORDER TO REDUCE SCARRING A - _----- OFSLABTHATISTOREMAIN I _-T- T-_-T-_- T I 3. NO OVERCUTTING SHALL BE ALLOWED AT EDGES OR CORNERS OF TRENCH AREA TO BE REMOVED I i y y y J I I I H.] 6 RESTROOM DEMOLITION TO INCLUDE BUT IS • PORTIONS T SLAB WHERE CONSTRUCTION OCCUR SHALL BE REMOVED AND REPLACED AT THE CONTRACTOR'S EXPENSE I I D1.1 BR1 I I WITH NO EXTENSION OF THE CONSTRUCTION SCHEDULE I 71 I C'� NOT LIMITED TO: I I 4. PERFORM CUTTING OF EXISTING CONCRETE SLABS IN ACCORDANCE WITH THE DETAILS AND SPECS USING SAWS ❑ I REMOVAL OF ALL TOILET PARTITIONS H.1 I ❑ I WALL FINISHES TO FACE OF STUDS I I CHECKED BY:JCM KO AND/OR CORE DRILLS REMOVE PHOTO LAB I I INCLUDING BATT INSULATION • ALL SLAB CUTTING SHALL BE PERFORMED AT NIGHT AFTER THE BUILDING HAS CLOSED FOR BUSINESS I _______ COORDINATE WITH FLOOR FINISHES TO BARE CONCRETE I I DRAWN BY: TMG • EXPLOSIVES WILL NOT BE ALLOWED AT ANY TIME I„I _ `xk ° WALMART CM AND. LAVATORIES ° • REF SPECS FOR JACKHAMMER DIRECTION I ° (^ REALITY EXECUTION I 9 I PROTO CYCLE: 05I30125 5. USE REMOVAL METHODS THAT WILL NOT CRACK,UNDERMINE,OR STRUCTURALLY DISTURB ADJACENT SLABS OR I `� FOR REMOVAL OR ALL ACCESSORIES i I TEMPORARY REMOVAL OF WATER I I PARTITIONS G.4 I I RELOCATION OF CLOSETS AND URINALS I I DOCUMENT DATE: 09/03/25 n ---__ EQUIPMENT REF 3-Di FOR SECURITY ENCLOSURE DETAIL SLAB TRENCHING DETAIL G.3 I I i "" I I � III � I III I I G•1 I I I ru 111 REMOVE EXISTING PDSP I I I L��,��I SUSPENDED PERIMETER I I I SIGN RAILING THE GENERAL CONTRACTOR SHALL G I i I 1 I REPAIR/REPLACE ANY DAMAGED FLOOR FINISH I I PH1 RE SHEET F EET SA1 FOR OR WALL FINISH DUE TO INSTALLATION OR F.3 I '� I BID ALLOWANCE OF REMOVAL OF TEMPORARY SECURITY I I DUST WALLS I I ENCLOSURE ROOF DECK F•2 I I I I II CONTINUOUS SEALANT ATTACH LEDGER DO NOT USE DUST I �Irr�°II I REMOVE FITTING ROOM$ TO WALL AT STUDS WALL TO SHORE ROOF I 55555°99999999999999 y_ AND APPAREL DESK l 2x WOOD LEDGER PLATE JOISTS E 5 ( ----- rr --------- MENU BOACOORDINARDS AND TIMING BRACKETS. KTH WML -------- --- CONTINUE PLYWOOD J�n ; ATTACH 2x TO DOUBLE TO DECK �I Lp, PLATE/LEDGER WITH TOENAILS SALES DEMO AREA ��ccnn p, REFRIGERATION PIT TO BE E REMOVE DOOR,�--I CAPPED IN PLACE AND DOOR FRAME ETR ABANDONED,REF 5-D1.1 13088 REGISTERED 1/2"C/D EXTERIOR 6'-0"LOAD BEARING c LP PLYWOOD SCREWED TO = 4'-0"ELSEWHERE D•3 �J _-_ ° ° ARCHITECT STUDSOVER6MIL q? V-0"x _o.' D • __ CLEAR POLY SHEETS °'2 HORIZONTAL I D.2 REMOVE DOORS, i t� hI o o q EXISTING WALL TO PROVIDE 2x4 NAILER WALL TO DOOR FRAME ETR I r t r`P V PAINT SECURITY WALLS TO REMAIN AT ALL JOINTS BE REMOVED I L I I 1 1 =_--_-`_ ❑ 7 MATCH ADJACENT IF SECURITYINSTALL CONT ,lam a A5.4 D1.1 ' D.1 REMOVE SERVICE I �„OFWh1ENG SHEETS TAPE ALL D CASES SHOWN yY - 4[Nj'!RatEfLMptOVflTE7t DflNO'T!7tORfLptANP I _ J STATE OF WASHNGTON WALL$TO BE IN PLACE MORE LAYER 6 MIL POLY NOTES: ____ DASHED,_TYP,REF MEP I � I -y T I �- THAN TWO WEEKS 1. INS TALL TEMPORARY P RARY_ L------------ - COORDINATE WITH WALMART JOINTS WALL IN SECTIONS �" 5'-10" T-V ° BOARD-UP WALL FOR OPENING, 09/24/2025 CONSTRUCTION MANAGER APPROX 40'-0"PER DAY •• `-� 8• -------------- _ _ ____ _ __ C.6 0________ Fv -� (COORDINATE WITH 8'-4" ��________ ---- -_- _ --- n��m�c� 2 x4AT 24"OC STORE MANAGER AND ° �� L Y `� - M'A' Z�= 'T A WALMART ❑ ____ NON-DEMO AREA 2`p,. DEMO AREA CONSTRUCTION __ MAX MANAGER C.2 ri I 4 2x4 STUDS AT 24" 2, LOCATE VERTICAL 2x4'S AS NOT TO - FV OC(TYPICAL) INTERFERE WITH REMOVE WEDGE _ ----- ---- PAINT DUST WALLS TO MATCH CEI GLING GRID OR LIGHT �------�� O ADJACENT IF DUST WALLS TO ------ -- I ----� z 3. LOCATE HORIZONTAL _____ _____ I I� I I DEMOLITION FIXTURES ATTACH 2x TO SILL - BE IN PLACE MORE THAN TWO B.1 PLATE WITH w WEEKS-COORDINATE WITH ® 1 ® ® 10 (o I o o / a 2x4 AT 2"ABOVE ® ® 0 [1 a TOENAILS O WALMART CONSTRUCTION VC7 CEILING EXCEPT LIGHT O MANAGER B 7 SP2 C PLAN FIXTURE LOCATIONS REMOVE PORTION 3 ATTACH PLATE TO ? RESTR TOO:DEMOLITION TO INCLUDE BUT IS NOT r 4. SCREW PLYWOOD OF BULKHEAD ANCHCONC WITH 1l2V O w MAX SPACING 12"OC ANCHORS AT 24"OC w I ( ) A,2 SHOWN DASHED 11 REMOVAL OF ALL TOILET PARTITIONS TO 9'-3"AFF SP2 WALL FINISHES TO FACE OF STUDS INCLUDING CONTINUOUS REF 8-D1 BATT INSULATION SEALANT BOTH SIDES A.1 FLOOR FINISHES TO BARE CONCRETE OF SILL PLATE 2 x 4 TREATED WOOD LAVATORIES 2x4 TREATED WOOD SILL PLATE COORDINATE WI SPECS ALL ACCESSORIES SILL PLATE ANCHOR AT 24"OC-� A TEMPORARY REMOVAL OF WATER CLOSETS AND URINALS a H REF 3-D7 FOR SECURITY ENCLOSURE DETAIL SECURITY ENCLOSURE DUST WALL SECTION DEMOLITION PLAN $ SHEET: 3/4"=V-0" 1"=30'4' D 1 a DEMOLITION LEGEND /^c ` EXISTING TO REMAIN 4.5 O I 5,6 4"CONCRETE SLAB _____ \T/ 1/2"±CONCRETE � - DEMOLISH/REMOVE 0 OVERJ.6 RELOCATE OPD RACKING,ETR FLOORILAYNG CONTTRACTOR) VARIE(BY PREFERRED EX ISG TUNNEL PENETRATIONS,CONFIGURATION ,�L' AREA TO BE DEMOLISHED DOLLIES SHOWN FILL UNUSED TUNNEL OPENINGS WITH COPPER MESH ARCHITECT OF RECORD: DASHED,TYP ROLLED EPDXY AND EXPANDING FOAM TO 6"MINIMUM THICKNESS a3"MET.FE.VENue INC REF 1-OPD1 PRIMER #3 REBAR AT 12"OC,MID-SLAB ovERwxo rn sszoa EXISTING DEPTH .......e..a.�n.�om CONCRETE SLAB - - INFILL EXISTING PIT WITH rnx.ezz-zsz-soaa EXISTING ANGLES TO AGGREGATE BASE REMAIN(BOTH SIDES) u m lul u u m lu u u lu u u m lu u u lu u u m lu u u m lu u u w lu a 1/2"X 8"SMOOTH DOWELS AT 6"FROM EACH u u u m u u lui u u m u u lui u u m u u m u u m u EXISTING CORNER AND AT 16"OC MAX EACH SIDE. III FIBERGLASS PIT EMBED 4 112"MIN INTO EXISTING CONCRETE WITH HILTI HIT-HY 150 MAX ADHESIVE REMOVE FILE CABINET REMOVE _ ___ _ nz�orc o � � J.2 AND STAINLESS STEEL REFRIGERATED CASES w a �-Aml63. TABLE SHOWN DASHED,TYP, 1� M1 a �.. FN��wwawQW� RELOCATE REMOVE RACK MANAGERS CABINET REF MEP ii Z V jIo-'nw'a 'opm RELOCATE PICK CARTS 1� LL ° G€` REF1-OPD1 ,' .c ,� ,�• _,\ - __,. -,. r=��=��_ _��_��_��_� SHOW N DASHED,TYP _ p �LLa$p�czz H o � REF1-OPD1 r zw3'q�-�rcw3az000a k------------------__ -------- ,-� - - rn � 8 � � �J 0 � � ----- u ---+---ir I m lul uu m o -I I I I I III III—III—III-I I I�I I-I I I III III III III III III H 9 CAP EXISTING REFRIGERATION PIT 0 ONLINE PICKUP DEMO PLAN - SALES FLOOR REMOVE PORTION OF Z 8.3 8.4 $•6 $•$ FENCING BETWEEN POSTS FOR DOOR OPENING REF5-SP2 G� K•1 REMOVE WALLS SHOWN REMOVE MILLWORK DASHED,GC TO PATCH AND AND EQUIPMENT -—-—-— REPAIR ADJACENT WALLS SHOWN DASHED,TYP = W M 4.1 4.5 AND FLOORS WHEREWALLS ARE REMOVED D III O�O Y Y OoCID I li ❑ ___ lu a 0 0 Q Q I REMOVE REMOVE MILLWORK _ c� li DOOR AND AND EQUIPMENT Z p O I FRAME HALLWAY SHOWN DASHED,TYP EXISTING FENCE POST J O REMOVE MILLWORK '{- _� TO REMAIN,TYP L Z m a AND EQUIPMENT rrin rai n� O- 1I SHOWN DASHED.TYP it my __w-asp--r2Les-, , II II� �I raO v C_7 rASSISTANT�i� 7 Z W DAIRY COOLER j E=3 ��IC FCERS J' L F 36-s J.6 REMOVE m n O �IT Jo0 MEAT COOLER li u_, DOOR AND w Juj �Ilr �Iy Z REMOVE PORTION REMOVE PORTION a FRAME o -� OF BULKHEAD TO 1 OF WALL FOR MANAGEMENT PERSONNEL o f - _ _ J 2 F--I� ----- 9'-3"AFF DOOR OPENING - - nl a REF 8-D1 my 4L B.1 p u 1'-11" REF1-A6 Iwl_ Ir�T��r��r�rn r__I__ II W 2'-0" 1 n u REMOVE WALL 0 II I III II i II li �__L �JA STANDARDS 4 Z 1 Ili i REMOVE MILLWORK u i u •I AND EQUIPMENT _ SHOWN DASHED.TYP -1 -- J___ B O h REMOVE PORTION OF - n G-_ ,L. u- — li I u BULKHEAD T09'-3" � �ii _� I� RELOCATE FIRE I� UPS ��- In a AFF REF8-DI AND REF8-Di '_�;Ir- o EXTINGUISHER, 9 r�lnn r 91 rR rlp' ISSUE BLOCK Lip" L y REFRIGERATED __ ______T____.____T____.____x____.____�• 11 oa REF IUJ.REMOVE � PORTION OF J` iq �__ }IL. .1L UPS REMOVE REMOVE DOOR I I H.8 ` SHOWN DASHED, -- CASES SHOWN I--- - - -- ------ -- ---- I -------1 nrrn --_}�.• UPS L— H•$ FRAME TO REMAIN, r i i I `""' - J 2 WALL FOR DOO III DASHED,NP,REF -r _ 3,-,,, u o " _ _ _ _ 1II II,OPENING ___ LV(Ju ww REF1-A6 II REMOVE i III MEP T-0" 5'-9" 11'-5" 4'-5" f__= II I MILLWORK TRAINING II REMOVE ACT CEILING CBL ROOM SHOWN DASHED, H.7 3'-10" AND GRID IN CBL ROOM TYP _ nirn min I - EDC# liili Ili REMOVE RELOCATE REMOVE lil N u REFRIGERATED CASE REFRIGERATED REFRIGERATED liII ALCOVE F--Id o PROTECTION,TYP CASES,REF MEP CASES SHOWN 2'-4" III a II AND REF 1-GA2 DASHED,REF MEP 34" J r III II (TYP OF 4) ni j III III,Ir i I1I ii I I I � I � �'I �• •n''I 1�I'• A.1 -—- — O II REMOVE ❑ --I ----- WALL$SPO ND H ANDREM GRID IN CEILING H•1 WALLS SHOWN DASHED,GC AND GRID IN A 1 REMOVE CONCRETE SLAB WHERE TO PATCH AND REPAIR TRAINING `9; REMOVE SHOWN HATCHED FOR PLACEMENT OF ADJACENT WALLS AND ENLARGED GARDE N REFRIGERATED CASES PLUMBING,REF PLUMBING,FIELD FLOORS WHERE WALLS ARE y ------- SHOWN DASHED,TYP, VERIFY LOCATIONS REF 4-D1 REM REF MEP FOR REPLACEMENT, OVED REF 1-A6 - CENTER DEMO TYP a O CHECKED BY:JCM KO BACKROOM DEMOLITION PLAN DRAWN BY TMG PROTO CYCLE: 05I30125 MEAT PREP. REMOVE PORTION DOCUMENTDATE: 09/03/25 ul iv al• m OF BULKHEAD TO 9'-3'AFF 7.6 III REFS-D1 REMOVE CONCRETE SLAB WHERE II } B l L� � 30'-6" SHOWN HATCHED FOR PLACEMENT REMOVE WEDGE 41'-10" OF PLUMBING,REF PLUMBING,FIELD G.4 VERIFY LOCATIONS REF 4-Di FOR REPLACEMENT,TYP REMOVE DOOR REMOVE PORTION AND FRAME OF BULKHEAD TO 38'-8" 0' III 9'-3"AFF o ----- REF S-D1 REMOVE WALLS of " IIII I --------------------------------------------,r r_____________________________ _______________________ ___ _____1 I. III li I __`____________— ---------------�----r`---------'- FREEZER �____ GC TO PATCH AND RELOCATE ATM, l J REMOVE DOOR � �___ GROCERY d F--- - IIII I I I Ii ' QVE XREPAIR FLOOR REF 2-A5 AND FRAME li Ili C,6 WHERE PARTITIONS UPC RACK, I IIII - ARE REMOVED,TYP li u / li li REF MEP REMOVE COURTESY DESKBUHEADABOVE Ii REMOVE ACT CEILING �h " 13088 G.1 a REMOVE REFRIGERATED REGISTERED I AND GRID ABOVE CASES SHOWN DASHED REMOVE REMOVE MILLWORK � IIII I I I ` I I I GROCERY SALES ARCHITECT -_ I II 1 I I I I I I I I �i REF MEP TYP WALLS SHOWN SHOWN DASHED,TYP � C.2 I BAKERY UTILITY DASHED,TYP------ -- ---------T , f ry II STORAGE B=---=� KHEAD,GC I"`-__ ________nUr___________�6-=d PICKUP ADJACENT REPAIR it 7 II II i ADJACENT WALL WHERE I I MARIAH MEYER J 1 _ BULKHEAD Is REMOVED STATE OF WASHINGTON IM I�PROTECTION RAILING \�� r FLOORS W ERE WALLGC TO PATCH AND REPAIR ADJACENTWALL DS ARE REMOVE RACKING O III REMOVED _ REOWN EE SHED TYP IIII/____—_____III_-_--_ ____il 09/24/2025 92 V II I __ __________ I' it REMOVE PORTION - L _ _ ,li _ ___ __________ _____________.L____________,u j II r� ❑ F.3 -— OF BULKHEAD TO RELOCATE BENCH, -1 -' _y �1 9'-3"AFF, it _ REF8-D1 REF1-A5 ---{ F 2 - REMOVE PORTION OF REMOVE WEDGES J 1 a REMOVE PORTION' REMOVE WALLS FURRED WALLS OFFICE L J L���J I� OF WALL FOR DOOR SHOWN DASHED, SHOWN DASHED SHOWN DASHED III _J LJ OPENING,REF 1-A5 TYP REMOVE DOOR, q� ill REMOVE ACT CEILING RETURN REMOVE WALL ENLARGED DOOR FRAME ETR III I I REMOVE SERVICE \ EDC n AND GRID ABOVE ` 111 " CASES,REF MEP __ o STORAGE STANDARDS Ili IIII REMOVE PORTION OF WALL, ___ ' r -� a r-�,i� cT nl DEMO PLANS F _— fLLI- it ❑ ❑ DOOR HED,GC ESCH AN BAKERY<�?> F ° II/\ DASHED,DJ TO PATCH AND iv REPAIR ADJACENT WALLS ® AND FLOORS WHERE WALLS d i i�i ARE REMOVED REMOVE/RELOCATE EQUIPMENT AND MILLWORK SHOWN DASHED,TYP COORDINATE WORK WITH WALMART CM REMOVE WEDGES AND STORE MANAGER SHOWN DASHED ill REAR GROCERY DEMOLITION PLAN ENLARGED DEMOLITION PLAN SHEET L /3/32„_1'4' , ' /3116„_V-0„ D1 .1 a 11.0 12.o SHEET NOTES PREMANUFACTURED WALL SCHEDULE 1. ENSURE ALL EXISTING WALL STANDARDS AND HALF GONDOLAS TO REMAIN ARE SECURE TO WALL A. 4'-0"LONG WALL PANEL ASSEMBLY 2. RELOCATE AND/OR INSTALL PREFABRICATED CASH B. 2'-0"LONG WALL PANEL ASSEMBLY PAINT O WRAP($)FOR CHECKOUTS AND SERVICE COUNTERS STRUCTURAL j CAULK BASE TO FLOOR WHEN LOCATION IS FINALIZED C. CORNER ASSEMBLY MEMBERS F,2 D. V-0"LONG WALL PANEL ASSEMBLY O w 3. RELOCATION AND SETUP OF GONDOLAS AND/OR RACKING ARCHITECT OF RECORD: JO WITHIN 2'-0"OF U AS INDICATED ON FXS SHEETS WILL BE PERFORMED BY B R R ARCHITECTURE,INC U WALLS x n OTHERS FAVENUE 300 ACCESSIBLE STANDARD STANDARD RECEIVING u S ANCHORING OF UPRIGHTS TO BE PERFORMED BY ov88wxo rn 88zoa FITTING FITTING FITTING < PAINT TO p GENERAL CONTRACTOR x x MATCH WALL O 4. IF PRICE READERS,FIRE EXTINGUISHERS OR PAPER STOOP,REF 2-SP2 - - C B A A C ROOM 17-18"H ROOM ROOM U 3 "•°"°°°m REF STRUC BENCH 225• =z PAINT COLOR TOWEL DISPENSERS ARE STRAPPED TO COLUMNS ON Fnx.Rz3-zez-... O N WIDE FORMAT COLOR PHASER THE SALES FLOOR,REMOVEAND REINSTALL USING PRINTER 10T' 55" 55" U¢ SCREWS.STRAPPED ATTACHMENT TO REMAIN AT BRACE � A 1 A 42" W¢ FRAMES COLUMNS.REF SHEET SAi FOR BID ALLOWANCE OWNER FURNISHED _ OQ KEYNOTES GC INSTALLED PRE- COAT HOOK I- g ~z� n i P 4 O O 9.90 FLOOR STRIPES.REF N1 FOR STRIPING CONDITIONS MANUFACTURED MOUNTED AT 44"AFF U��¢ o a, OWNER PRINTER �' WALL SYSTEM /yA OOJC�O I z w n Qgc, 10.44 PROVIDE TACTILE"EXIT"SIGN.REF N1. A REF STRUCINFILL NEARES O NER FURNISHED T FURNISHEDAND g a ' ❑�y� w o " 'zww ww°o4� W FZQWw�owQwO CONTROL JOINT INSTALLED EQUIPMENT L�� 03 wF'�waz3. 2'-2- - GC INSTALLED PRE- '-- - F.V. D MANUFACTURED ANY SALES FLOOR NON PERIMETER ° � 3<o`p�W� pm 36"DOOR,PROVIDING 30"x 48"CLEAR 32"STANDARD RACK,REF CABINETS COLUMN WHICH FALLS SALES FLOOR o i- 0 o °€ FXS SHEET 32"CLEAR OPENING FLOORSPACE FITTING ROOM DOOR Z " gjpzoy WIDTH WITHIN 2'-0"OF A F . Sow COLUMNS ; -3oW, SPOT REPLACE OR REPAIR PERIMETER WALL �CL o:2omN� 0"3 FLOOR MI REO'DOBS rn €� $oN&o c`W-'crc5€ CAULK MIRRORS AND SEATS CL `-'0 �` t LL aw ENLARGED PLAN PHOTO LAB FLOOR PLAN 3 BAY FITTING ROOM PLAN ANCHOR UNIT TO FLOOR COLUMN COLORS 5 3/16"=V-0" 4 1/4"=1'-O" (3)1/4" 1/4"=V-0" 0.5 2.5 2.6 2.8 2.9 3 4.1 4.5 5.6 6 6.2 6.6 6.9 7.4 7.5 7.6 8.3 8.4 8.6 8.8 8.9 10 10.1 10. 10.5 10. 10.9 11.0 12.0 I I I I I I I I I I I I I I I I I I I I I I I I z oo ® o ❑® ® o RACKING,REF 17'-9" ❑° FXS SHEETS 2 0 0 N K.5 -- ❑° O O o AC1 • 10.44 - - 0 0 a CA Z. K.1 10.44 10.44 10.44 I O I o --A6 K -- RECEIVING ° • • • I I ,,0 O J c+I co 178 10.44 I I I V Z Z ZFw I o o I I I J�o I � ® � �yy�y�❑q❑��q❑ �I o I I I O �Z ai m I w H.9 10.44 I 1o.4a -- I a I z I -' I f^ ,l 10.44 39'-1 I I 4 I I H.8 I I _1 Al I I I I ISSUE BLOCK H.7 I WALL FINISH WALL FINISH - - ❑ REF GA2 I q ry EQ (3)HORIZONTALLY ORIENTED DIGITAL I B I H.1 I I DISPLAYS MOUNTED ON ANGLED BRACKET SUPPORTED BY(2)INTEGRATED POLES FROM I I STRUCTURE.REP IT-A9 FOR OMATT OF MENeTS I 10.44 - I AND RESPONSIBILITIES.BOTTOM OF MONITOR H I TO BEAT 7'-6"AFF. a iPET LBABY MERCHANDISERL ELECTRONICS DESK PROVIDED BY OWNER, I I N RD8045.4IT3 RD8045.443 CONFIRM FINAL LOCATION WITH STORE SET I mr8SLHe 01-2o nm+seSL-H 1-2- MANAGER GA I l f 1 G.3 I 1 I cnz I G.2 -- I I I OPD1 I I I I l --- -------------------- J DIAMONDPLATECOLUMN I 10.44 501 OUTSIDE LIVE GOODS (j 1 - ---------------------- ----------- WRAP FOR NON-PERIMETER SALES FLOOR COLUMNS. WALLS I REF5-INSTALLATION I I CHECKED BY:JCM KO I I : • CLEAN ENTIRE INTERIOR STRUCTURE I (GROCERY REF5-GA7 NOTE:WALMART TO PROVIDE SHELVES .1 SALES I FOR GC TO FIELD MODIFY TO FIT TMG I DRAWN BY FLOOR G I SALES 10 AROUND COLUMNS I PROTO CYCLE: 05I30125 • CLEAN ENTIRE INTERIOR STRUCTURE SPECIFIC QUA I 900 GENERAL CONTRACTOR TO VERIFY CEILING F•3 I LOCATIO S W TH TH E IESAND HE WALMART I DOCUMENT DATE: 09I03125 • CLEAN ENTIRE INTERIOR STRUCTURE I FIELD PROJECT MANAGER I I • STORE PLANNING WILL INSTALL AND F.2 - I PAINT THE SHELVES AFTER l REPAIR(REMOVEIREPLACE I GA1 - ------01- -- • DEEP CLEAN ALL FANS 42'-8" MODIFICATION BY THE GC • CONFIRM ALL FANS ARE WORKING,IF DAMAGED REPLACE I �II I _ REF SHEET SAi FOR BID ° ALLOWANCE OF GONDOLA SHELVES o 5 I 100 SALES,900 GR SALES,126 SEASONAL SHOP I I l - - ARCHITECTURAL FINISH FLOOR= I WALLS I I 100.00' •GYP BD:PATCH AND REPAIR DAMAGED AND PAINT TO I CEILING OR STRUCTURE,REF Al FOR PAINT, I III Ly I Ai NOTE: •INSTALL PS7 WAINSCOT AND DB5 BASE UNO,EXTEND I II I EXTERIOR FINISH OOORSE ATII00'UNLESS ON AT ALL WAINSCOT AND BASE AT EXPOSED WALL TO NEAREST E•5 - I II I R DOOR$TED =100.0' SE SEASONAL MERCHANDISE RACK,REF 5-A3 SHOP •CMU:REF Al FOR PAINT,WHERE BASE IS EXISTING,IT IS I 11 ETR I I PAINT VERTICALLY MOUNTED HVAC 126 FLOOR GRILLS TO MATCH ADJACENT WALL PAINT STRUCTURAL •REF FLOOR FINISH PLAN I II I COMPONENTS CEILING E I I ° ° c ° REF 7C A3'TYP ALL, •REF SHEET SAi FOR CEILING SCHEDULE •REMOVE ANY UNUSED ELECTRICAL DROPS THROUGHOUT I • II SALES FLOOR D.3 I o ----�---8----O----------------------------------------------- •ADD LIGHTING TO SOFFITS GREATER THAN 24"ABOVE I ) BREAD WALL,IF EXISTING LIGHTING IS NON-LED,REPLACE D I I ® ❑ ® ® ® I R A p 13088 WITH LED •2 I I I I I I I I REGISTERED ne _ _J COLUMNS I ENCLOSURE DOOR,FRAME, ___-IL =I ARCHITECT •REF DETAIL 2-A1 i I I AND HARDWARE BY OTHERS. 11HI GC TO ANCHOR PER MFR'S REPAIR/REMOVE/REPLACE D'1 I B I I INSTRUCTIONS REF FINAL •REPLACE DAMAGED OUTLETS,NON-ALMOND TO MATCH Q p I I MERCH PLAN FOR LOCATION �1ARIAH MEYER EXISTING COLOR,REPLACE ALMOND WITH WHITE WALL FINISH REPLACE CUSTOMER VISIBLE ALMOND OUTLETS WITH (D -- I i I STATE OF WASHINGTON WHITE REF A51 WALL FINISH •REPLACE DAMAGED AND CUSTOMER VISIBLE OUTLET I I I P209 COVER PLATES WITH BRUSHED STAINLESS STEEL, C.6 ------------------------ --- ------- 09/24/2025 INCLUDING BLANKCEPLATES,MAGECLUFFU COLUMNS --1LEAN 1 I F rr� II I � �- ALL FINISH �ii 0 ��\ •AS REQ'p REPLACE DAMAGED DIFFUSERS AND RETURNS I ` REF GA1 I 1 ® i 501A •REPLACE DAMAGED PARTS OF IMPACT DOORS C•2 Q------ O OUTSIDE I WALL FINISH r---� I - - - - - o I LIVE 5 0 u I ------ F--REF AS- ❑ I 29'-3" G212 10.44 GOODS SP2 178 RECEIVING � �+ / - - 501 ( � �/ LJ ° �® 00 8 I COLUMN FURRING, WALLS �------- 10.44 10.44 REF7-A6.1 10.44 •GYP BD:PATCH AND REPAIR,REF FINISH PLAN B.1 I 10.44 •FRP: I I - - - FLOOR PLAN •AREAS NOT VISIBLE TO CUSTOMER:ONLY REPLACE I TAN SHEETS THAT ARE DAMAGED OR B - I 1044 UNCLEANABLE WITH WHITE(FRPi),WHEN AN 10.44 10.44 10.44 10.44 �� N INDIVIDUAL SHEETS)IS REQUIRED TO BE REPLACED,REPLACE THE ENTIRE LENGTH OF THE WALL •AREAS VISIBLE TO CUSTOMER:REPLACE SHEETS ------ -------------------- -------------------- --------,----------- ----------/ THAT ARE DAMAGED OR TAN WITH WHITE(FRPl), A•1 1-A2 EXCLUDE AREAS VISIBLE THROUGH TRAFFIC DOOR WINDOWS •WAINSCOT:REPLACE DAMAGED TO MATCH EXISTING, A REF FINISH PLAN a CEILING ! �\1 •REF SHEET SAi FOR CEILING SCHEDULE SHEET: FLOOR PLAN O \\P/II/ REPAIR/REMOVE/REPLACE 1 NORTH Al REPLACE MOP SINK IF BROKEN OR CRACKED -0" a SHEET NOTES 1. REF STRUC DRAWINGS FOR EXPOSED AND INTEGRALLY 6-11" T-4" 8'-0" COLORED CONCRETE FLOORS 2. REPAIR BOLT HOLES AND SPALLS RESULTING FROM MERCHANDISE FIXTURE AND OR STORAGE RACK RELOCATION OR REMOVAL • FILL ALL BOLT HOLES AND SPALLS RESULTING FROM ARCHITECT OF RECORD: FIXTURE AND OR STORAGE RACK RELOCATION OR BRR ARCHITECTURE,INC REMOVAL IN NON CUSTOMER ACCESSIBLE AREAS F AVENUE IT WITH NON SHRINK GROUT ovEBwxo rA sszoa • REF SHEET SA1 FOR BID ALLOWANCE OF BOLT HOLES /SPALLS TO REPAIR 13y 3. REMOVE AND REPLACE DAMAGED TRANSITION STRIPS TO FAx.ezz-zsz-soaa MATCH EXISTING DOOR AND FRAME AS LEGEND DOOR AND FRAME SCHEDULED AS SCHEDULED ----_-_ - o FLOOR AS BEVELED EDGE 2"x 1/8"ALUMINUM TRANSITION SCHEDULED,AT ONLY WHEN STRIP,T-4 THRESHOLD IN LIEU RUBBER CARPET 'v 2"x 3l8"ALUMINUM ADJACENT FLOORING VCT FLOORING TRANSITION STRIP OF ALUMINUM TRANSITION AT '��'' w w J rc BUTTAGAINST SURFACE IS FULL HEIGHT TRAFFIC DOORS o war PLACE EDGE UNFINISHED ..... _ o TRANSITION STRIP o ww RUBBER FLOORING � LVi/PVCNCT FLOORING U_________________ L_________________ PLACE EDGE OF TILE wa' CONCRETE SLAB BELOW DOOR CONCRETE SLAB ICC _ CONCRETE OF 3t aarcaw'a°Ow BELOW DOOR _ _ OVERLAY u_ HaoG€6 - - O ,�oozam2zoa --------------------_____ _ _ _ Z 3Va wpy�oow�'o€o .. al .. .. - . El H w333 w3 d�arcF w�° o i,,- _ - FLATHEAD 8 °�o�=H a . n" - - :i FLATHEAD - - a „. zo orc3 a. q.'. '- , •_' ° - - - OUNTER-SUNK REMOVE a aol" C _ COUNTERSUNK - ANCHORS AT I2"OC EXISTING - a- -o �w5w LVT rn 33 - � 8o�ao�a`-'arc -. -- ANCHORSAT 12" - •�-�a." � a� OC FLOORING«� ••• -•• .��•�� � POLISH EC- REFSPECS TRANSITION STRIP AT RUBBER FLOORING AT SIM CONDTITION:OMITDOORAND FRAME TRANSITION STRIP AT LVT/PVC/VCT FLOORING 5 STAIN BAND FLOOR ENLARGED PLAN 4 TRANSITION STRIP INSULATED EXPOSED FREEZER SLAB CONCRETE SLAB CONC 3116" 1'0" 12 1'-0" F HONE Z AND POLISH z J Z O FT Elo U to ❑ OO N ❑ 0 W RING O 0 Q NISH PLAN >Q SALESAd STIBULE u EXTERIORZF-Z~ o zo a Z o NOT ¢, N E:DOOR ______ SHOWN FOR �^ - /EC Z Z W rn REF ONLY, NIC INTERIOR CONTINUOUS EXTERIOR / / // / oz SEALANT AT ALL / /DOOR EDGES OF DOOR / ,' /THRESHOLDL l o THRESHOLD Z 3 = - 0 3" 1'0" 0 PREFERRED FLOORING CONTRACTOR ISSUE BLOCK TO PROVIDE 6"STAIN BAND OF MIDNIGHT BLACK AMERIPOLISH, NOTES: REF SPECS/ p 1. REFER TO PLUMB PLANS NOTE: �S FOR LOCATIONS OF ANY REMOVE AND REPLACE DAMAGED CONTROL JOINT MATERIAL CLEANOUTS WHERE REMOVE ALL PVC FLOORING ON SALES FLOOR, THROUGHOUT SALES AND CUSTOMER AREAS IN ACCORDANCE LEVELING REPAIR IS WITH SPECS FULL DEPTH JOINT FILLER REPLACEMENT, NEEDED EXISTING CONCRETE FLOORING TO BE EXPOSED, REFERENCE SA1 SHEET FOR BID ALLOWANCE 2. MAKE REPAIR PRIOR TO CLEANOUT PREFERRED FLOORING CONTRACTOR TO POLISH F///z0" REFINISHING CONCRETE DIAMETER CONCRETE FLOORS,TVP 3" 3" REF STRUC FOR a NOTE: ILJI CONCRETE, OTHERWISE,PREFERRED FLOORING CORE AND REMOVE POLISH TO MATCH i / , CONTRACTOR W ILL BE RESPONSIBLE FOR REMOVAL OF CONCRETE TO ADJACENT FLOOR / ,/ / i -/ / / / / /' / ,' / , / ,' EXISTING AND INSTALLATION OF NEW RESILIENT FLOORING UNDERSIDE OF SLAB / / / /�/ / / / / / , / / / , AND CARPET ENTRY TILE I� HATCH PATTERN USED FOR IDENTIFICATION q MATERIALS ONLY,REF SPECS OPD7 FOR PROPER INSTALLATION METHOD/ EXISTING CONCRETE / / / / / ' / ' / ' / ' / ' REPOSITION CLEANOUT REMOVE AND REINSTALL BASE IN AND DRAIN BODY,AND / / / / / / / / ^\L ,y / / / / / / / / / PACES SCHEDULED FOR VCT ADJUST LEVEL WITH PROVIDEVAPOR EC / / / / / o �9 CONVERSION IF SPACE IS NOT/ EXISTING FF ELEVATION BARRIER IF EXISTING / / / 84'-21@" / / I / EC / /° NOTED TO RECEIVE BASE,REPAIR OR REQUIRED / , / , / , CHECKED BY:JCM KO i , , , , , , , WALL FINISHES AS REQUIRED CONC /// , / DRAWN BY: TMG EXISTING PIPING TO REMAIN, / / / ti / / / PROTO CYCLE: 05/30/25 REF PLUMB DRAWINGS FOR / /' / / / / / I 0^\ ' /' ' ' /' ' NOTE TO GC: i CONTINUATION DIMENSIONS FOR STAIN DOCUMENT DATE: 09I03125 BAND ARE SHOWN TO INSIDE OF STAIN BAND CLEANOUT LEVELING DETAIL FLOOR FINISH RESPONSIBILITY MATRIX ICC(POLISH)/PVC CONVERSION REMODEL PROJECT:03757 ARLINGTON,WA PROJECT SCOPE:ICC CONTRACTOR RESPONSIBLE FOR WORK LISTED SCOPE OF WORK PREFERRED REMOVAL AND INSTALLATION: FLOORING GENERAL REFRIGERATION FLOORING CONTRACTOR CONTRACTOR CONTRACTOR NOTES TENANT SPACES X VISION CENTER x 13058 REGISTERED APPAREL PADS-REMOVAL X �\7 ARCHITECT APPAREL PADS-STAIN BAND X PORCELAIN AT ENTRY TILE X 1 POLISH FLOOR PRIOR PHARMACY CARPET TILE X TO FRAM ING WALLS AT FLOOR FINISHES IN GROCERY PREP HEALTH SERVICES AND �1ARIAH MEYER AREAS(NON PUBLIC) X P° PHARMACY RESTROOM STATE OF WASHNGTON RESTROOMS-CONCRETE OVERLAY X VESTIBULE-RUBBER FLOOR X 1 09/24/2025 \ REMOVAL AND INSTALLATION OF REFRIG.CASE KICK PLATE X FLOOR JOINT REPAIR(CUSTOMER X AREAS) J'" A1.1 , /i / / / / .,-° •_.� O , EC / , 3 , / FLOOR JOINT REPAIR(NON X CUSTOMER) SLAB SURFACE ENHANCEMENT X _ , SEASONAL X 4 ////// / // A1.1 A1.1 FLOORp REMOVAL AND REPLACEMENT OF FINISH PLAN REFRIGERATED CASE PROTECTION X A19 RRF3 / / / LVT2P RRF3 4 REMOVAL AND/OR REPLACEMENT OF SIM - A1.1 SIM THRESHOLDS AT AUTOMATIC SLIDING X V, 2 DOORS BY VENDOR.GC TO SCHEDULE FLOORING NOTES 1.THRESHOLD AT AUTOMATIC ENTRANCE SLIDER DOOR TO BE REPLACED BY VENDOR. 3 3 A1.1 A1.1 FINISH FLOOR PLAN =� SHEET' =20'-0" Al . SITE PLAN COLOR LEGEND SHEET NOTES EXISTING MONUMENT SIGN LOCATION ON SITE PAINT COLOR NAME 1. PATCH AND REPAIR EXTERIOR WALL SURFACES, ••T P5E SAFETY YELLOW DAMAGED OR EXPOSED DUE TO REMOVAL OF BUILDING MOUNTED ITEMS,TO MATCH ADJACENT AS REQUIRED f� P21E SAFETY RED 2. REFER TO DETAILS ON SHEET A2.1 FOR SUBSTRATE AND iiF K t; M e FINISH REQUIREMENTS AT LOCATIONS OF BUILDING + �' I P33E CREAM MOUNTED SIGNS ARCHITECT OF RECORD: P36E BLACK 3. RESURFACE EXISTING EIFS WHERE SHOWN(HATCHED BRR ARCHITECTURE,INC ,T• „9 1,�. - I AREA) 300 FAvexuE UIT P49E DARK GRAY 4. NOT USED ovsawxo rA ssxsa t• U 'i M ;I"' T�• P2oOE DURANODIC BRONZE 5. PRIOR TO PAINTING WALL AT LOCATIONS)OF LIT D/LOGO ,,.,,.,,..e..•.m.•.n, ••�, ,,,�• y, SIGN(S),COORDINATE SCOPE OF WORK WITH WALMART TEL:91-62-9095 PICKUP P21BE TRUE BLUE CM FAx.szz-zsx-ssaa 6. IF PAINTING ADJACENT WALLS PAINT HOLLOW METAL HATCH LEGEND STEEL DOORS,FRAMES,AND DOWNSPOUTS,EXPOSED METAL FLASHING,HANDRAILS,AND EXPOSED J MISCELLANEOUS STEEL TO MATCH PRIMARY ADJACENT ill •, _ BUILDING COLOR UNO 7. PAINT ANY ROOFTOP GAS PIPING P5E �I, h �,, • EIFS AREA TO BE RESURFACED WHERE EXTERIOR WALL IS BEING PAINTED,GAS PIPE �• ALONG SIDE WALL TO GRADE SHALL MATCH K.1 J.6 J.2 (REF SPECS)AND REF 8-A2 ADJACENT BUILDINGDO NOT PAINT METER w >� P • R F. IF PAINTING ADJACENT WALLS PANT CANOPY 11bTT VALVES gO •� A ',�'7�"T`i' STRUCTURAL STEEL AND FLASHING TO MATCH ADJACENT CAPNP WALL nW C 1 _ ^ CAP,TYP P49E P49E 0 ,�F 3E°gpaw�°'opm 9. WHERE CANOPIES ARE VISIBLE TO AND ACCESSED BY °a P49E P49E EIFS AREA EXISTING TO CUSTOMERS,PAINT UNDERSIDE OF CANOPY DECK P33E w MONUMENT SIGNAGE: REF 5/A2 DO NOT PAINT CANOPY DECK IF NOT PREVIOUSLY z �g�c Do REMAIN O wzzH �a� FENCING SHOWN SCUPPERS ETR,TYP PAINTED zw3 <oG ° PRIOR TO PERFORMING THIS WORK,VERIFY EXISTING SUBSTRATE DASHED FOR CLARITY 10.PAINT ALL EXTERIOR ENTRY BOLLARDS TO MATCH ? �oo2omG��rcwoo"3 _�",�`., REMOVE EXISTING EIFS MATERIAL EXISTING COLOR UNLESS NOTED TO RECEIVE PLASTIC w 12, 4 6"PAST AREA OF IF EXISTING SUBSTRATE IS CMU OR PLYWOOD 5/8"OR THICKER, BOLLARD SLEEVE a w 5 wa SHEATHING REMOVAL SUBSTRATE REPLACEMENT IS NOT REQ'D 11.NOT USED N `i8o &oc`W"n"rc a a - - .- 12.DO NOT PAINT LED WALL PACK HOUSINGS ti• EXISTING METAL PLYWOOD LENGTH PER SIGN SIZE 13.NOT USED STUDS BEYOND ���666 TO NEXT AVAILABLE STUD 6" 14.PAINT GARDEN CENTER STEEL DOORS AND FRAMES TO - - MATCH ADJACENT BUILDING WALL J i.$ IF THERE ARE TWO COLORS AT ADJACENT WALL,USE REMOVE EXISTING I f l BOTTOM COLOR FOR ENTIRE DOOR AND FRAME SHEATHING IN SIGN - 15.DO NOT PAINT QUIK-BRIK,STONE VENEER,FACE BRICK, MOUNTING AREA TO � UNPAINTED TILT-WALL OR PRECAST PANELS NEXT AVAILABLE STUD 16.AT MASONRY LOCATIONS WHERE SIGNS ARE BEING AND REPLACE WITH i N o REPLACED,REMOVE AND PAINT AREA BEHIND SIGN TO 5/8"EXTERIOR GRADE - rn o MATCH EXISTING R,REF SPECS FIRE TREATEDPLYWOOD !=z o 17.PAINT JIB CRANE P36E ON JIB BOOM, P5E ON a HANDRAILS � 18.PAINT SPRINKLER VALVES P21E INSTALL EIFS WHERE • - w o T PAINT OVER SI LASS OR FIRE ALARM w EXISTING EIFS WAS - `a a o u ° DO NO z REMOVED-ENSURE FINISH :. 19.REPLACE EXISTING NON-GRAY SLATS WITH GRAY SLATS BELL o COAT IS FLUSH WITH - ADJACENT RESURFACED EXISTING EIFS - U RESURFACE EXISTING EIFS TO EXTENTS SHOWN P5E P49E P49E P49E DEMOLITION NOTES ON BUILDING ELEVATIONS TO ENSURE CONSISTENT '`� EXTERIOR DOOR O O FINISH TEXTURE,REF EIFS SPECS DOORFRAME, HOOD 1. REMOVAL OF BUILDING MOUNTED ITEMS,SHOWN OR N T1.p NOTED TO BE DEMOLISHED OR AS REQUIRED BY SCOPE rn OF WORK,SHALL OCCUR PRIOR TO PAINTING BUILDING � 0 Q SUBSTRATE AT NEW SIGNAGE REAR RIGHT ELEVATION COATING WILL OCCUR WORKNS EXTERIOR 00 Q (�8)3/8'=,'-D" REAR LEFT ELEVATION PAINTING W ILL OCCUR PRIOR TO INSTALLATION OF 7 1"=10'-0" 1"=10'-0" BUILDING MOUNTED ITEMS l�-� >O p O L� ZZ� a QQ Q Q QQQQ Q Q� Q Q Q � Q Q Q Q 0 DO NOT PAINT CAP,TYP CAP,TYP NEW SIGN,REF 10-A2.1 DO NOT PAINT CAP,TYP CAP,TYP Z H 111 ANODIZED ALUMINUM, p218E P49E P49E P49E P49E P49E CENTERED ON EIFS P218E ANODIZED P49E P49E P49E P49E U D_ OVER REPLACE FACE TO TYP ALUMINUM,TYP O J Z O EQ EQ MATCH EXISTING SUBSTRATE w WITH BLUE BACKGROUND LL n (COLOR PMS 2728C)AND Gig WHITE LETTERS,OWNER - -- Q FURNISHEDWalmart ,INSTALLED BY - CD CL 6' 0" 4' 9 m to m SIGN INSTALLER I ,- TYP TYP cir c � PAINT EXISTING REVEAL P200E 1[T�l ] • - _ z SIGN .. PRECAST SPLIETR T FACE I LERT I LF i,� - u n u J it II- � lu.� - - - I Q PAINT P49E FENCING SHOWN / SIGN,TYP SIGN,TVP ISSUE BLOCK EXISTING SIGN DASHED FOR CLARITY REF 16-A2.1 REF9-A2.1 SUPPORT P49E P49E SUPPORT FRAMING,TYP P49E P49E SIGN, P49E P49E REFACED MONUMENT SIGN RIGHT ELEVATION QPD2 PRECAST SUPPQRT TO ALIGN REF17-A2' CAPS,ETR FRAMING TO THE SIDE OF OPENING,TYP J J NTS ` 4 / 1"=20'-0" � 12.011.010.910. 10.510. 10.1 8.9 8�8 �8.6 8.4 8.3 tl�5 7.4 6.2 4.1 2.9 2.8 SCUPPERS ETR,TYP REMOVE EXISTING PRECAST CAP AND CAP,TYP CARTYP EXISTING CAP,TYP INSTALL METAL WALL CAP,TYP CAP,TYP P49E P218E P49E P49E P49E P49E P49E P5E JIB CRANE P49E P49E P49E P49E CAP, REF4-SP2 P49E P49E P49E P49E P49E P36E 3 75 - CC EQ I o CHECKED BY:JCM KO k - 1 DRAWN BY: TMG -1 TL �L FENCING SHOWN PAINT METAL PROTO CYCLE: 05/30/25 DASHED FOR CLARITY CANOPY,P49E DOCUMENT DATE: 09/03/25 P49E P49E P49E P49E P49E P49E P49E P49E P49E P49E P49E P218E SIGN, P49E 3 CANOPY COLUM P49E(TYP) EXTERIOR HOOD,TYP REF 12-A2.1 REAR ELEVATION DOORIFRAME,TVP REF 14-A2.1 K.5 K.1 J.6 J.2 H.9 H.8 H.7 H.1 G.4 G.3 G.2 G.1 F.3 F.2 E.5 D.3 D.2 D.1 C.6 C.2 B.1 A.2 A.1 CAP,TYP HOOD,TYP CAP,TYP CAP,TYP SCUPPERS ETR,TYP CAP,TYP DO NOT PAINT ANODIZED P49E P49E P49E P49E P49E P49E P49E P49E P49E P49E P49E ALUMINUM,TYP DOOR HOOD V� FIR EXTERIOR DOORFRAME, P49E 18088 REGISTERED P49E P49E P49E P49E P49E TYP P49E P49E P218E P49E ARCHITECT SUPPORT LEFT ELEVATION FRAMING,TYP MARIAH MEYER STATE OF WASHINGTON ' ��� 09/24/2025 0.5 2.5 2.6 2.8 2.9 4.1 4.5 5.6 6.2 6.6 6.9 7.4 7.5 7.6 8.3 8.4 8.6 8.8 8.9 10.1 10. 10.5 10.8 10.9 11.0 12.0 85'-0" VINYL TO MATCH P218E DO NOT PAINT DO NOT PAINT PAINT ANY PREVIOUSLY DO NOT PAINT CANOPY,TYP AWNINGS,TYP PAINTED ACCESSORY CAP TYP TENANT CAP TYP ANODIZED ALUMINUM, SIGN, CAP,TYP DO NOT PAINT CAP TYP TENANT CAP,TYP CAP,TVP SIGN, FIXTURES TO[P36E] P49E TYP - 3,_1" REF 1-A2.1 3,_,,. ANODIZED ALUMINUM, SIGNAGE,ETR REF 6-A2.1 SIGNAGE,ETR P49E P49E P218E �o � P49E TYP P218E P49E P49E P49E P49E P49E SIGN IS SIGN, �� ---- SIGN, CENTERED 2-0 REF7-A2.1 2-0 REFS-A2.1 ON CANOPY, EXTERIOR TIONS REF 11-A2.17 EO E ELEVATIONS w Do44Powm _ _ 8 � o omsaffor IIIIIII IIIIIIIII 111111111 -- �� I �� �� a AIILL 0 2: 0., o I o u Try ' � " II 1 II I II I O1 EQ EQ SN CANN,C NTERED REF4-A2.1 RE-SLEEVE SIGN SIGN, P49E P218E REF 3�A2.1 BIKE RACK,ETR P49E PAINT DECORATIVE P49E SIGN CENTERED VESTIBULE P49E P49E REF 8-A2�� P49E REF 15-A2.1 SIGN CENTERED P49E P49E P49E P49E REF 2-A2.1, rt DASHED FOR CLARITY BOLLARDS GRAY, \\\ PRECAST CAP, FRONT pp REF SP1,TYP IN EIFS FIELD BOLLARDS EXTERIOR FLAGPOLE,DASHED IN EIFS FIELD SUPPORT SMOOTH SPLIT CMU LIGHTS ETR, REF 10-A2.1 N T ELEVATION GRAY,REF DOOR/FRAME, FOR CLARITY,ETR DO NOT PAINT, FRAMING, CMU TYP SPI,TYP TYP TYP TYP SHEET: EXISTING SIGNAGE SCHEDULE NEW SIGNAGE SCHEDULE SIGNAGE GENERAL NOTES NOTE:THE SQUARE FOOTAGE IS NOT REQUIRED FOR THE SIGNAGE SHOWING 0.00 SF. NOTE:THE SQUARE FOOTAGE IS NOT REQUIRED FOR THE SIGNAGE SHOWING 0.00 SF. 1. SIGNAGE FURNISHED BY WALMART AND INSTALLED BY GC THROUGH OWNER ASSIGNED SIGN CONTRACTOR TOTAL RECTANG RECTANG I TOTAL RECTANG 2. ALL EXISTING WALMART EXTERIOR SIGNAGE IS TO REMAIN ETR/DEMO SIGNAGE HEIGHT COLOR ILLUMINATED Q1Y RECLE(S/ /CIRCLE AREA SIGNAGE HEIGHT COLOR ILLUMINATED QTY CIRCLE AREA /CIRCLE AREA IN PLACE ON THE BUILDING UNTIL THE GC SIGN COMPANY CIRCLE(SF) (SF) (SF) (SF) IS ONSITE A. THE EXISTING SIGNAGE WILL THEN BE REMOVED, ARCHITECT or RECORD: PATCH AND REPAIR WORK WILL BE COMPLETED AT BRR ARCHITECTURE,INC FRONT FRONT SIGN LOCATIONS,AND SIGNAGE W ILL BE INSTALLED E AvsxuE 300 DEMO WALMART (spark) 12-0" WHITE YES 1 299.04 299.04 Walmart 5'-0" WHITE YES 1 138.97 138.97 PER PLANS oveBwxo rA sszoa Spark 7'-9" YELLOW YES 1 53.28 53.28 B. A TEMPORARY BANNER WILL BE INSTALLED PRIOR TO DEMO HOME&LIVING 2'-6" WHITE NO 1 73.58 73.58 Home&Fashion 2'-6" WHITE NO 1 73.60 73.60 REMOVAL OF EXISTING EXTERIOR SIGNAGE DEMO GROCERY&PHARMACY 2'1" WHITE NO 1 106.13 106.13 Grocery2'-6" WHITE NO 1 42.95 '12.95 a. BANNER WILL REMAIN IN PLACE UNTIL ALL EAx.szz-zsz-soaa MODIFICATIONS AND/OR REPAIRS HAVE BEEN DEMO VISION 1'-0" WHITE NO 1 8.49 8.49 Vision 2'-0" WHITE NO 1 18.25 18.25 COMPLETED AND SIGNAGE IS INSTALLED DEMO LAWN&GARDEN 2'-6" WHITE NO 1 58.35 58.35 Outdoor 2'-0" WHITE NO 1 24.96 24.96 C. TEMPORARY BANNER WILL BE APPROXIMATELY 125 SF DEMO AUTO CENTER W/ARROW 2'-0" WHITE NO 1 34.50 34.50 Auto Care 2'-0" WHITE NO 1 28.16 28.16 (5'X25') DEMO (SPARK)PICKUP 2'1" WHITE YES 1 65.43 65.43 Pickup> 2'-6" WHITE YES 1 51.34 51.34 D. EXTERIOR SIGN WORK NEEDS TO BE SCHEDULED, Pharmacy 2'-0" WHITE NO 1 34.84 34.84 COORDINATED,AND COMPLETED DURING WEEK 6 OF THE CONSTRUCTION SCHEDULE <Pharmacy Drive-Thru(STACKED) 2'-0" WHITE NO 1 94.43 94.43 3. RELOCATION OF EXTERIOR TENANT SIGN Address Numbers 1'-0" WHITE NO 1 0.001 0.00 A. GC TO COORDINATE REMOVAL OF TENANT SIGN WITH FRONT 645.52 FRONT 11 560.78 WALMART K CM AND TENANT PRIOR TO BEGINNING o h U n W a o �c U . AUTO CARE AUTO CARE B. GC TO DELIVER REMOVED TENANT SIGN TO TENANT w O hg a e,H3.6 C. GC TO PROVIDE JUNCTION BOXES AND CIRCUITRY TO K - H1°ka°"" n DEMO AUTOCENTER 2'-0" WHITE NO 1 30.74 30.74 Auto Care 2'-0" WHITE NO 1 28.16 28.16 TENANT SIGNAGE LOCATION SHOWN,REF ELEC m0 �F 3t a5rcaw'a„°m DEMO TIRE 1'-0" WHITE NO 1 2.58 2.58 Numerals 2'-0" WHITE IN 3 4.91 14.73 D. NEW TENANT SIGNAGE FURNISHED AND INSTALLED BY w Jaoarca €a DEMO LUBE 1'-0" WHITE NO 1 2.98 2.98 Oil Change V-0" WHITE NO 2 9.51 19.02 TENANT �LLa�g�pzo,w .- Tre 1'-0" WHITE NO 1 2.89 2.89 4. GCRESPONSIBILITIES ~ zw3II-, Gam A. BV END OF FIRST WEEK OF CONSTRUCTION, ? oo2omG AUTO CARE 36.30 AUTO CARE 7 64.80 EXISTING CONSTRUCTION WHERE SIGN(S)WILL BE w _ _ 4 INSTALLED a w33 � 5 PHARMACY PHARMACY �78o'&oc`W-''n"�¢ a. IF EXISTING CONDITIONS DO NOT MATCH SIGN DEMO PHARMACY DRIVE-THRU 1'-6" WHITE NO 1 37.71 37.71 Pharmacy Drive-Thm 1'-6" WHITE NO 1 42.46 42.46 ATTACHMENT DETAILS SHOWN,REQUEST DEMO ENTER 1'-0" WHITE NO 1 3.20 3.20 Enter 6" WHITE NO 2 0.95 1.90 APPROVAL FROM CONSTRUCTION MANAGER TO DEMO EXIT 1'-0" WHITE NO 1 2.29 2.29 Exit 6" WHITE NO 1 0.69 0.69 SUBMIT RFI IN ACCORDANCE WITH SPECS Clearance 11'd" 6" WHITE NO 1 0.00 0.00 b. NOTE DIFFERENCES IN CONSTRUCTION, INCLUDING DIMENSIONS,AND INCLUDE PHARMACY 43.20 PHARMACY 5 45.05 PHOTOGRAPHS FOR CLARIFICATION TOTAL BUILDING SIGNAGE 725.02 Grand total:23 23 670.63 B. PROVIDE SUBSTRATE SUITABLE FOR INSTALLATION OF SIGNAGE,REFER TO SIGN DETAILS FOR LIGHTED ID/LOGO SIGNS REFER TO SIGNAGE GENERAL C. PROVIDE JUNCTION BOXES AND CIRCUITRY TO NOTES FOR ADDITIONAL "Walmart^and"spark"SIGNAGE REQUIREMENTS. a. EXISTING(8)BOXES FROM"WAL«MART"SIGNAGE z MAY BE REUSED D. INSTALL ACCESS DOORS AND FRAMES IN GYPSUM w EXISTING WALL PANEL BOARD CEILINGS IF REQUIRED BY RELOCATION OF z EXISTING TENANT SIGNAGE O SYSTEM E. VERIFY VOLTAGE AT CIRCUITS FEEDING LIGHTED O SIGNAGE,REF ELEC F. MAKE FINAL TERMINATIONS ON LIGHTED SIGNAGE THROUGH WALL PROTECTION TUBE G. REMOVE ALL LIT ID/LOGO SIGNS AND UNLIT EXTERIOR FURNISHED BY WALMART INSTALLED STUD MOUNTED BUILDING SIGNS,UNLESS NOTED BY GC INSTALL PER MFR OTHERWISE ch H. MAKE REQUIRED EXTERIOR WALL PENETRATIONS, RECOMMENDATIONS INSTALL CONDUIT,AND SEAL PENETRATIONS P EXISTING ROOFING ER O O DOFULL BED OF MULTI-COMPONENT SYSTEM SPECS C=a 0 0' SEALANT AT PERIMETER OF CONDUIT �ZCD INSTALL LETTER BACK PRIOR TO v O PRIOR TO PERFORMING THIS Z Z a INSTALLATION Ur O COMPRESSION OF WALPVC SPACER TO LIPANEL, "�/ <O n WORK,VERIFY EXISTING SUBSTRATE MATERIAL-IF c+I m EXISTING SUBSTRATE IS CMU REFER TO SIGNAGE 3l4"OUTER DIA AND SI8'• GENERAL NOTES FOR OR PLYWOOD STROR Ld z INSIDE DIA,TYP ADDITIONAL REQUIREMENTS THICKER),SUBSTRATE EXISTING Z Z m FULL BED OF REPLACEMENT IS NOT REQ'D WATERPROOFING MEMBRANE z�W MULTI-COMPONENT SEALANT AT PERIMETER OF SPACER,TYP � MOUNTING HOLE PATTERNS REMOTE POWER SUPPLY ENCLOSURE ,ram J Z F� FOR NON-ILLUMINATED SIGN li -Gig �_ VOID NEOPRENE/SS BONDED EXISTING CMU INSTALLATION PROVIDED BY SFI�LANT AT PERIMETER AND ANCHORS OF �g WASHER PROVIDED BY WALMART WALMART Q O MOUNTING HOLE PATTERNS FOR REMOTE POWER SUPPLY ENCLOSURE CC IN BED OF CONT EXISTING FRAMING o MULTI-COMPONENT SEALANT BY NON-ILLUMINATED SIGN 7 w GC INSTALLATION PROVIDED BY PLASTIC MOUNT FOR SIGNAGE CONDUIT FLASHING AT LOW VOLTAGE 2 WALMART ALL-THREAD STUD, WIRE PENETRATIONS FURNISHED BY WALMART z z TYP INSTALLED BY GC PER MFR RECOMMENDATIONS m INDIVIDUAL PLASTIC ILLUMINATED EXISTING PLYWOOD PLASTIC MOUNT FOR ALL- O CHANNEL LETTERS SHEATHING THROUGH WALL THREAD STUD TYP BY PROTECTION TUBE WALMART FURNISHED BY WALMART 3/4"LIQUID TIGHT FLEXIBLE METAL INSTALL LETTER FACES WITH SET INSTALL 1/8"DIA INSTALLED BY GC PER CONDUIT SCREWS,TYP INSTALL 1/8"DIA ALL-THREAD ALL-THREAD STUDS MFR RECOMMENDATIONS ISSUE BLOCK STUDS INTO PLASTIC INTO PLASTIC 1/2"ALL-THREAD CUT TO CONDUIT TO PANEL MOUNTS PRIOR TO SIGN MOUNTS,TYP FULL BED OF MULTI- BOARD REF ELEC 114"OF NUT AND GRIND EW ITHIN NO INSTALLATION TYP COMPONENT SEALANT AT SMOOTH,TYP LOW VOLTAGE WIRE PERIMETER OF CONDUIT 3/8"DIA HOLE FILLED WITH 3/8"DIA HOLE FILLED w ADHESIVE SEALANT-COAT WITH ADHESIVE INSTALL LETTER BACK REMOTE POWER SUPPLY ALL-THREAD STUD WITH SEALANT,TYP j PRIOR TO INSTALLATION ADHESIVE SEALANT PRIOR -- PENETRATIONS AND SEALANT ENCLOSURE w TO WALL ATTACHMENT TYP w AT LOW VOLTAGE WIRE Q LOW VOLTAGE WIRE > I HILTI HPS 1/4"x 1 5/8" z PLASTIC NON-ILLUMINATED SLEEVE ANCHOR NOTE: CHANNEL LETTER PROVIDED BY WALMART - LOCATE ALL-THREADS PER SIGN PLASTIC NON-ILLUMINATED AT EACH SIGN CONT SEALANT ATTACHMENT TEMPLATE CHANNEL LETTER BY CONNECTION POINT WALMART INSTALLED BY GC "ADHESIVE SEALANT"IS TO i i "ADHESIVE SEALANT"IS T LIQUID NAILS OR SO BE BE PRODUCT LN-950 BY IMILAR _ PRODUCT LN-950 BY LIQUID NAILS OR --------- SIMILAR POLYURETHANE POLYURETHANE INDIVIDUAL PLASTIC t_ CONSTRUCTION ADHESIVE, CONSTRUCTION ADHESIVE, EXISTING FRAMING ILLUMINATED CHANNEL -- PRE MOLDED PIPE FLASHING ATTACHED MEETING ASTM D3498 AND C557 MEETING ASTM D3498 AND LETTERS PER ROOFING MFR RECOMMENDATIONS STANDARDS,EXTERIOR C557 STANDARDS,EXTERIOR APPLICATION,WEATHER RESISTANT, APPLICATION,WEATHER EXISTING ROOFING SYSTEM LOW VOC,WITH A MINIMUM SHEAR RESISTANT,LOW VOC,WITH INSTALL LETTER FACES TO JUNCTION BOX, STRENGTH OF 250 PSI A MINIMUM SHEAR STRENGTH �\ WITH SET SCREWS, CHECKED BY:JCM KO REF ELECTRICAL OF 250 PSI �/ DRAWN BY: TMG ATTACHMENT AT WALL PANEL LOCATE CONDUIT PENETRATION LOCATE ANCHORS AND PROTO CYCLE: 05/30/25 ATTACHMENT AT EIFS AND METAL STUD WALL ATTACHMENT AT CMU 4'-0"MAX FROM UNISTRUT WIRING/CONDUIT PENETRATIONS ION BELOW ROOF LINE ATTACHMENT AT CMU WALL ABOVE ROOF LINE PROVIDE TOOL OR ALL ONE OO WHIPS PROVIDED BY CHMENTTEMPLATE DOCUMENTDATE: 09/03/25 ILLUMINATED SIGNAGE ATTACHMENT NONILLUMINATED SIGNAGE ATTACHMENT NONILLUMINATED SIGNAGE ATTACHMENT ILLUMINATED SIGNAGE ATTACHMENT L V 1 1/2"=1._0" 1 1 1/2•=1._0�. 1 O 1 1/2"=1._°�. 8 20 20 19\� A2.1 A2.1 A21 20 20 - V-51/2" A2.1 A2.1 22,_0„ A21 A2.1 - FONT AREA FONT AREA _ ------------- --- ---- T-4 1/8" ^ 1- " �' 0 36 SF 1-0 ^ FONT AREA FONT AREA 19 NOTE: 0.49 SF 2'-81/8' 1.31 SF - - 8.93 SF _, J - o 5� ^ A2.1 SOUARE FOOTAGENOT RECTANGLE AREA _ _ RECTANGLE AREA D rn �Q���(°��O _ REQUIRED IN BUILDING LJ LJ 1 f II r --- -- - ---- �- --- m ■■NNN■ MMM��// ■ YYYIII YYYrrr YYY111 Yrlll RECTANGLE � _-----____ _ 0 ____ - O_ N I N ry i��°//// RECTANGLE AREA m 0.69 SF E 0.95 SF - FONT AREA RECTAN LE AREA Q 17 2.89 SF FONT AREA RECTANGLE AREA -a- - `"' 18.25 SF �hf$IIS� SIGNAGE SCHEDULE -------- - -------------------- 12.96 SF 28.16 SF xxx 3.90 SF 9.51 SF L PIN LETTERS PIN LETTERS FONT AREA RECTANGLE AREA PIN LETTERS 15.77 SF 42.46 SF �114' IRE SIGN ' 0" OIL CHANGE SIGN 2'-0" VISION SIGN 6" CLEARANCE SIGN 6" EXIT SIGN 6" ENTER SIGN V-6" PHARMACY DRIVE-THRU SIGN 2'-0" AUTO CARE SIGN 13 I L 1/4"=1'-0" 1 1 ,/a' 1/a" / *1114-7- 1 J va^=r-0^ 1 F va'=1._°,. a=�,-0. 20 13088 ARCHITECT REGISTERED s'-s^ vs a NOTE TO SIGN INSTALLER: O 20 A. ALL PRIMARY MOUNTING HOLES MUST BE UTILIZED q w ,42.1 B. IF MOUNTING THROUGH PRIMARY HOLE IS OBSTRUCTED BY REBAR,METAL �1ARIAH MEYER - STUDS,CHANNELS,OR OTHER MISC METAL,SEAL PRIMARY HOLE IN SIGN CAN 20 o Q N 11-8 3/4 AND MOUNT THROUGH THE NEAREST ALTERNATE MOUNTING HOLE 21 STATE OF WASHINGTON w A2, NOTE TO SIGN INSTALLER: C. PRIMARY HOLES ARE INDICATED WITH PREDRILLED HOLES THROUGH WASHERSA2.1 CIRCLE AREA O ;� __________ _________ A. ALL PRIMARY MOUNTING HOLES MUST BE UTILIZED D. ALTERNATE HOLES ARE INDICATED WITH WASHERS ONLY OR ARE OTHERWISE 4.91 SF J B. IF MOUNTING THROUGH PRIMARY HOLE IS OBSTRUCTED BY REBAR,METAL MARKED 21 7'a 5/8" 09/24/2025 O O 000000 STUDS,CHANNELS,OR OTHER MISC METAL,SEAL PRIMARY HOLE IN SIGN A21 __ O® o A2.1 O1 CAN AND MOUNT THROUGH THE NEAREST ALTERNATE MOUNTING HOLE 27,-2 1/E" r �-- ryF NOTE: FONT AREA RECTANGLE AREA C. PRIMARY HOLES ARE INDICATED WITH PREDRILLED HOLES \ o 0 SQUARE FOOTAGE NOT 29.37 SF 94.43 SF FONT AREA RECTANGLE AREA REQUIRED IN BUILDING 2'-0" PHARMACY DRIVE-THRU ,2.°O SF 24.96 SF RE UIRESCHEDULE NOTE: \ ,8 ALL SIGN PENETRATIONS ABOVE ROOF LEVEL 2'-6" NUMERALS SIGN 1%0" ADDRESS SIGN SIGN STACKED, LEFT ARROW 2'-0" OUTDOOR SIGN A2., MUSTBEACLEARMINIMUMOFB"ABOVE DECK 4 iI 7 (D6(D9 4"=1'-0" 4"=1'-0" 1/4"=1'-0" 4"=1'-0" 15'-11 1/2" E--- ---- EXTERIOR -- --- ---- ------- -- --- - - ------------------ ----------- , -_ DETAILS AND 19 INTERNALLY ILLUMINATED FONTAREA 20 O FONTAREA A2.1 ---A2.1 A2.1 t° D w ;_017.69SF 79.23SF SIGNAGE 13'-9" 13'-9 3/8" NOTE: RECTANGLE AREA INTERNALLY SHAPE AREA CTAE AREA 138.97 SF ILLUMINATED 20.14 SF Fo - IN ILLUMINATED 51.34 SF ALL SIGN PENETRATIONS ABOVE ROOF LEVEL MUST BE A CLEAR MINIMUM OF 8"ABOVE DECK CIRCLE AREA 4 IILJIj�ILJIj�ILJ11 1/�l�J-.I in i� O W 58.15 SF iv i i N �+ `x RECTANGLE AREA FONTAREA RECTANGLE AREA FONTAREA RECTANGLE AREA FONTAREA RECTANGLE AREA 65.78 SF 13.79 SF 34.84 SF 16.44 SF 42.95 SF 34.51 SF 73.60 SF (DO, %0" PHARMACY SIGN �2'-6" GROCERY �2'-6" HOME & FASHION �2'-6" PICKUP (RIGHT ARROW) -0" WALMART SIGN SHEET "=1'-0" (:41/4"=1'-0" , J / 1/4"=1'-0" L 1/4"=1'-0" (D�!14' _,'-°" A2.1 �� • ARCHITECT OF RECORD: BAR ARCHITECTURE,INC 8131 METCALF SUITE 300 DUPLEX OUTLET AND DATA OUTLET r_ ____ ____ _� �ww a �z z°�F'�wnz3 2x8WOOD a ��&mow' wow BLOCKING ON 3ta5rc w €ai __ o oS O 32 NMI z� z€� H z 33�rc w3 d�om3 zms �z�� m�iw rc3 AT SALES FLOOR WALL STANDARDS,GONDOLAS AND WAREHOUSE RACKING WITHOUT PEG-BOARD BACKING U (WALL VISIBLE THROUGH FIXTURE)PAINT WALL AND WALL STANDARD WOOD STRIPS TO BASE w PAINT AS WALL STANDARDS,GONDOLAS INDICATED AND WAREHOUSE RACKING SHOWN DASHED FOR CLARITY OMIT PAINT AS GYPSUM BOARD TO BE INDICATED, F INSTALLED AT A CONSISTENT EXCEPT AS AT ALL PERIMETER WALL Z HEIGHT ALONG THE ENTIRE ABOVE STANDARDS,GONDOLAS F LENGTH OF BULKHEAD AND/OR WAREHOUSE jkPAINT TRANSITION u _ RACKS CONTINUE PAINT PAINTTF ) --- ------------------ TO OUTERMOST UPRIGHT o L2x2x18GAx4"WITH(2)#10 YP AT i', j FRAME O TEK SCREW INTO STUD 2 STUD CAVITIES HALF-GONDOLAS EXISTING BULKHEAD REF 8-D1 AND(2)#10x1/2"WOOD TO REMAIN SCREWS TO BLOCKING ELEVATION FASTEN GYPSUM BOARD AT 12"OC USING#8-181 7/8"MODIFIED TRUSS " 0 0 ch HEAD SELF-DRILLING DRYWALL ' SCREWS,PAINT HEADS WHITE AFTER L4x2x18GAx4"WITH(2)#10 s�9— c�= i, ;i O C W INSTALLATION TEK SCREW INTO STUD 2x8 WOOD 3 5/8"x 20 GA METAL SCREWS T0IBLOCK BLOCKING BLOCKING STUDS AT EACH EXISTING OF EXISTING MATERIALS AND PAWGYPSUM BOARD,MATCH S PLAN O 0 Q 3 c STUD 24"OC MAX TO MATCH ADJACENT FINISHES DAI PAINT TRANSITION boo 0 CONT 20 GA METAL AT PERIMETER HALF-GONDOLASTRACK (3)#10 TEK SCREWS TYP AT LAPPED *T, 9 Z CONNECTIONS EACH END O J c+1 co NOTE:DO NOT PAINT ABOVE CEILING V W Z m Z Z a GYPSUM BOARD WITH �O CORNER BEAD REF SPEC AT SALES FLOOR WALL STANDARDS,GONDOLAS WALL STANDARDS, INSTALL WAINSCOT AND BASE AFTER J p° PAINT GIRDER OR AND WAREHOUSE RACKING WITHOUT PEG-BOARD GONDOLAS AND WAREHOUSE MERCHANDISE RACKS ARE SET,IN ��//Z JOIST DIRECTLY O LL N ADJACENTT0 WALL BACKING(WALL VISIBLE THROUGH FIXTURE)PAINT RACKING SHOWN DASHED AREAS SHOWN,UP TO EDGE OF TO MATCH.COLOR OF WALL AND WALL STANDARD WOOD STRIPS TO BASE FOR CLARITY EXISTING WALL STANDARDS OR WALL AS INDICATED GONDOLAS O ACT-1 CEILING TILE AND CONCRETE SLAB PAINT AS - _ o m PAINT COLUMN TO TO MATCH EXISTING REMOVE DRAIN INDICATED---------------------- GRID AND CAP BELOW MATCH ADJACENT Z 112"DIA X 8"L SMOOTH 1'-6"MAX SLAB m WALL AS INDICATED OMIT PAINT AS DOWEL AT EACH CORE DRILL - o GYPSUM BOARD,MATCH REF SPECS FOR INDICATED EXCEPT AT ALL PERIMETER WALL QUADRANT.EMBED WITH o THICKNESS OF EXISTING CONCRETE,POLISH TO AS NOTED ABOVE - STANDARDS,GONDOLAS HILTI HIT HY-150 ANDIOR WAREHOUSE a MATERIALS AND PAINT TO = z EXTEND CONTROL CORE AROUND MATCH ADJACENT FLOOR - - r O MATCH ADJACENT FINISHES m 6'-10"AFF _ _ _ RACKS CONTINUE PAINT TO m JOINTS THROUGH EXISTING FLOOR .• .� PAINT TRANSITION(TYP AT ISSUE BLOCK 7 -_ `T OUTERMOST UPRIGHT STOCKROOM CONCRETE DRAIN TO BE HALF-GONDOLAS) _ FRAME a REMOVED OPEN PAINT CMU FROM PROVIDE VAPOR BE ND TO �i WAINSCOT AS INDICATED. li o j - ni O FINISH FLOOR TO BARRIER IF EXISTING Ll - ON EXPOSED WALLS z DECK AS `L _ WHERE WAINSCOT IS NOT F SCHEDULED EXISTING EXISTING AGGREGATE BASE TO BE INSTALLED, N REF SPECS CONTINUE PAINT TO FINISH CONTROL JOINT FLOOR DRAIN w FLOOR FINISH AS TO BE REMOVED REF PLUMBING FLOOR DB5 SCHEULED D 100'-0'• FOR LINE CAPPING i i NEW OR EXISTING REFRIGERATED CASE FFEL PLAN SECTION REF PLAN EXISTING EXTERIOR VARIES BULKHEAD SECTION AT STOCKROOM CMU WALL SECTION 1�/FLOOR DRAIN CAPPING DETAIL SALES WALL FINISHES @ PERIMETER HALF-GONDOLAS o / 1/2„=1,-0„ / 1/4" J CHECKED BY:JCM KO DRAWN BY: TMG PROTO CYCLE: 05/30/25 BOTTOM CHORD 1/4"x 6"EYE BOLT.DOUBLE OF JOIST \ NUT AT TOP WITH OVERSIZED D UMENT DATE: 09 0 25 3/4"ELECTRICAL WASHER AND SINGLE NUT WITH METALLIC TUBING OVERSIZED WASHER AT BOTTOM SIDE OF JOIST CONDUIT GYPSUM BOARD TO BE 12 GAGE HANGER INSTALLED AT A CONSISTENT W IRE INSIDE TUBE HEIGHT ALONG THE ENTIRE ANCHOR 1/2"ELECTRICAL BUILDING WALL LENGTH OF BULKHEAD METALLIC TUBING CONDUIT TO 3/4"ELECTRICAL 2"x3/4"PLYWOOD FURRING METALLIC TUBING CONDUIT STRIPS.WALL STANDARD WITH(2)#8 SELF DRILLING SPACING PER FINAL SELF TAPPING SCREWS 1/2"ELECTRICAL METALLIC TUBING MERCHANDISE PLAN EXISTING BULKHEAD FULL PENETRATION THRU CONDUIT PEG BOARD TO REMAIN BOTH SIDES REF SPECS FOR INSTALLATION SHELF STANDARD MOUNTED INSERT 5/169c1-1/2" FASTEN GYPSUM BOARD AT 12"OC USING 12 GAGE HANGER WIRE REQUIREMENTS BY EACH ON FURRING STRIPS ELEVATOR BOLT INTO #8-18 1 7/8"MODIFIED TRUSS HEAD SELF- AT 4'-0"OC EACH WAY MANUFACTURER A PREDRILLED HOLE FROM DRILLING DRYWALL SCREWS,PAINT HEADS MAX 6"MAX FROM WALL BACK OF FURRING STRIP 3 5/8"x 20 GAMETAL WHITE AFTER INSTALLATION STUDS AT EACH EXISTING 2, (4)#12 SWAY WIRE,PLACE(2) STUD 24"OC MAX GYPSUM BOARD,MATCH THICKNESS 4M WIRES EACH SIDE OF POST ON MAIN OF EXISTING MATERIALS AND PAINT o RUNNER.(4 REQUIRED PER POST) 3"POWDER ACTUATED TO MATCH ADJACENT FINISHES ?*MCI FASTENER CONT 20 GA METAL TRACK (3)#10 TEK SCREWS TYP AT TOP OF STANDARDS ,TOP OF STANDARD 13088 WRAP WIRE AT EACH END 4 TWISTS. REGISTERED LAPPED CONNECTIONS MAX LENGTH OF COIL TO BE 1 1/2" � 96"AFF 45°MAX HORIZONTAL I ARCHITECT FROM MAIN RUNNER `.� INSERT 5116'S0-1/2" zo TYP 45°MAX FROM ELEVATOR BOLT INTO z HORIZONTAL TYP PREDRILLED HOLE FROM I BACK OF FURRING STRIP `v CONT 20 GA TRACK ILIARIAH MEYER NOTE:THE FIRST CEILING (2)#10 FASTENERS AT TILE SHALL MAINTAIN 3/4" EXISTING WALL STATF WASHINGTON EACH EXISTING STUD CLEAR FROM FINISH WALL 0 SURFACE 3/8"x 3"LAG BOLT 2"x3/4"PLYWOOD GYPSUM BOARD WITH FURRING STRIPS.WALL 09/24/2025 CROSS TEE SPACE AT 24"OC O CORNER BEAD REF SPEC MAIN RUNNER STANDARD SPACING VERTICALLY PER FINAL 0 I�i 12 GAGE GALVANIZED WIRE SLOT BOTTOM OF 1/2"ELECTRICAL MERCHANDISE PLAN HANGERS AT 4'-0"OC METALLIC TUBING CONDUIT TO FIT 0 j MAX EACH WAY WITH FIRST OVER RUNNER.ANCHOR WITH#8 SELF PEG BOARD BETWEEN ACT-1 CEILING TILE HANGER AT 6"MAX FROM DRILLING SELF TAPPING METAL SCREWS SHELF STANDARDS AND GRID WALL.ELEC FIXTURES AND A� MECH EQUIPMENT TO BE '0? 48- NOTE:INSPECTION OF SWAY WALL STANDARD SHELF STANDARDS P131 TO 14'-0" O GYPSUM BOARD,MATCH in ? SUPPORTED BY SEPARATE OT+�' OC_ SPACING PER FINAL MOUNTED ON m i it THICKNESS OF EXISTING m WIRES.ANCHOR WIRES TO -T1'P BRACE AND CEILING GRID MERCHANDISE PLAN FURRING STRIPS MEAT AND DELI MATERIALS AND PAINT TO ROOF STRUCTURE INSTALLATION SHALL BE COMPLETED BEFORE EXISTING BLOCKING ADHESIVE APPLIED TO COOLER a MATCH ADJACENT INSTALLATION OF CEILING SECTIONS FINISHES PANELS.SPECIAL INSPECTOR BACK OF PLYWOOD cZ7 TO BE FURNISHED BY OWNER FURRING STRIP POWDER ACTUATED AND DETAILS 5° FASTENER SPACED M EVENLY.APPLY EVERY x WALL ANGLE WALL ANGLE(OR CHANNEL) SECOND BLOCK AT DELI SALES W (OR CHANNEL) 24 OG CENTERLINE OF BLOCK I� CROSS RUNNERS BASE DECK(FIXTURE) BASE DECK(FIXTURE) P131 MAIN RUNNERS NEW OR EXISTING LOCATE SWAY BRACE AT P131 REFRIGERATED CASE LAY-IN 12'-0"OC MAX EACH WAY. ACOUSTICAL TILE LOCATE WITH FIRST POINT CEILING AS SCHEDULED �. 6'-0"FROM EACH PARTITION GYP BD WALL CMU WALL g SECTION AT DELI BULKHEAD BULKHEAD SECTION AT FREEZER / COOLER CEILING GRID DETAIL (--�WALL STANDARD MOUNTING SHEET: �� J / 1/2"=1'-0" L 3/4"=1'-0" , ' /NTS a SHEET NOTES NOTE TO GC:PROVIDED CURB IS NOT SLOPED 1. INSTALL MOLDED PIPE FLASHING AT ALL PIPE OR CONDUIT • UNISTRUT ASSEMBLY MUST BE LEVELED IN PENETRATIONS THROUGH ROOF,REF MECHANICAL FOR DIRECTION OF ROOF SLOPE PRIOR TO LOCATIONS REF 4-A4 INSTALLATION OF CONDENSING UNIT ROOF LEGEND ARCHITECT OF RECORD: CONDENSING UNIT,REF ADJUSTING NUT BRR ARCHITECTURE,INC REFRIGERATION AND MEP F AVENUE ® EXISTING ROOF HATCH REF MANUFACTURER OVEN. ..— UNISTRUTAND FOR CONDENSING n EXISTING RTU/AHU .......e..a.�n.�om ATTACHMENT PROVIDED EXISTING SKY LIGHT UNITATTACHMENT I� TEL.113 By CURB MANUFACTURER, BOLT FAx...3-zsx-soaa FIELD ADJUSTED AND ® LEVELED BY GC ADJUSTING NUT ® EXISTING EXHAUST FAN METAL CAP,CHANNEL, n AND UNISTRUT BY CURB _—UNISTRUT CONDENSING UNIT MANUFACTURER FACTORY WELDED 4� TO CAP NEOPRENE GASKETED EXHAUST FAN FASTENERS AT I2"OC ' �o rcwoo' INSULATION BY CURB ROOF PENETRATION 0 CONT SEALANT MANUFACTURER � F Qww owQwo FULLY ADHERED FLASHING 2x4 TREATED o }° rc MEMBRANE EXTEND UP TO WOOD NAILER Z y �€ F'€p TOPOFCURB O �:2 ow3 c y o€° INSULATION BY GC STEEL CURB ~ w3$ d�ow3z~ C a �o�3"�Om�NW- rcw4g CONT EDGE SEALANT AS €=3 °N $ c� REQUI REF SPECS RED BY ROOF MFR 7 'a�& HM ul EXISTING ROOF BATT INSULATION MEMBRANE OVER INSULATION IN-FILL INSULATION AS NEEDED STEEL CHANNEL EXISTING ROOF DECK REF STRUC 5 10 10. 10. 12.0 F 6 CONDENSER UNIT CURB a o PIPING NOTES: L m ® U 1. PAINT GAS LINES PSE Ilu^YII 2. REF REFRIGERATION FOR PIPE LABELING REQUIREMENTS 0 0 M N 0 C=) W 00 QLLD a �o 0 PIPING SUPPORT, p' O REF MEPR FOR Z F SUPPORTSPACING a <u �uiz z_FW. ® o c' JoU) a D> Q" - 121/2"x 361/2" Z 1 / M> M> I M> REFRIGERATION LINE \/ m ROOF PENETRATION,REF PIPINGSUPPORT PLAN MEP REF 2-A4AND REF 3-A4.1 M> � ® l lu 41 lu ISSUE BLOCK 5T-3" 69'-5' 0> STAINLESS WHERE APPROVED sm L STEEL DRAW BY LOCAL BAND JURISDICTION CRICKET AND WRAP PIPE WITH 12,/2"x 361/2" WALK PAD, PLACE CONT MEMBRANE REFRIGERATION LINE ROOF REF 2-A4.1,TYP I �^ SEALANT PENETRATION,REF MEP I UNDER PIPE MOLDED PIPE REF ET AND REF 3-A4.1 ---------- FLASHING FLASHING G.3 I �0 I I HEATWELDOR GLASS FIBER ADHESIVE ROOF MOUNTED GLYCOL SYSTEM, ® i RI I INSULATION ATTACH TO ROOF INSTALL GLYCOL SYSTEM ON ® I CURB IN ACCORDANCE WITH G.1 MANUFACTURER'S INSTALLATION I ® I CHECKED BY:JCM KO ROOFPENETRATION DETAILS.RINSTRUCTIONSEF2AA4DA DUNTING REF3- EXISTING SLOPE EXISTING SLOPE_ I I REF REFRIGERATION AND REF I ❑ I DRAWN BY TMG LOCATION,TYP OF(2)�STRUCTURAL PLANS R < <u <u I ® ❑ lul IH I PROTO CYCLE: 05I30125 I I I DOCUMENT DATE: 09I03125 ® <u <u <u <u I ------------- I PD1. F.3 l ___________ REFRIGERATION EQUIPMENT, D> M> J REF REFRIGERATION NEOPRENE GASKETED F FASTENERS @ 6"OC CAPPED CURB WITH MOUNTING CHANNELS CONTINOUS SEALANT BYCURBSUPPLIER E2> M> E> FULLY ADHERED FLASHING 2x4 TREATED WOOD MEMBRANE EXTEND UP TO 'NAILER TOP OF CURB STEEL CURB REF SPEC INSULATION BY GC < <u <El l CENT EDGE SEALANT AS BATT INSULATION � M> REQUIRED BY ROOF MFR EXISTING ROOF MEMBRANE OVER INSULATION 13088 REGISTERED IN-FILL INSULATION STEEL CHANNEL �ARCHIT�ECT AS NEEDED REF STRUCT M> � � � �"_/'— EXISTING ROOF DECK EXHAUST FAN, CONDENSING UNIT, REF MEP. REF 2-A4$REF 6-A4 MARIAH MEYER PUMP SKID CURB REF2-4 REF MEP AND STRUC STATE OFWASHINGTON H��i� REF 1-A4.1 FOR LOCATION,TYP ' M> ® �J < V� D 09/24/2025 PIPE PENETRATION, REF4-A4 REF STRUC � o 2x4 TREATED 2^ ® ® ' WOOD NAILER CRICKETS AND WALK PADS 2x4 TREATED ( (` REF 2-4.1 WOOD NAILER 140'-1 1/2" ' w w w a w N Q INSULATION BY w j B INSULATION w > 3" GENERALBY K 3" CONTRACTOR m CONTRACTOR CONTRACTOR A DECK -- --- DECK STRUCTURAL CURB NON-STRUCTURAL CURB CURB ROOF PLAN ° SHEET: A4 • ARCHITECT OF RECORD: BAR ARCHITECTURE,INC 8131 METCALF SUITE 300 � O n �ww n aOzq o W O iC��pwnz3 '2La 3t Dgrcaw�OWw O 3V o z€ €€ H z �rc d �o3z3�omm°or �nzg f~i1 ��78ot&o a- wad F Q F V) Z O U D 00 N (---D C=) W 00 Q° a �o � Zoo 0 �In a moo` Z a V u z o Z zFW o �o Job N Qo Z Q ISSUE BLOCK CHECKED BY:JCM KO DRAWN BY: TMG PROTO CYCLE: 05/30/25 INSTALLATION NOTES: DOCUMENT DATE: 09/03/25 1. ROOF PENETRATION CURB,HOOD AND CLOSURE PLATES ARE FURNISHED BY OWNER AND INSTALLED BY GENERAL CONTRACTOR 2. ALL HOOD PENETRATIONS SHALL BE THROUGH VERTICAL CLOSURE PLATES ONLY • PIPING AND CONDUIT SHALL BE INSTALLED BY TRADE CONTRACTORS WITH PIPE AND CONDUIT CENTERLINES 4"ABOVE TOP OF ROOF CURB WITH MINIMUM OF 1" BETWEEN PIPE AND CONDUIT EXTERNAL SURFACE 3. GENERAL CONTRACTOR SHALL CUT AND INSTALL VERTICAL CLOSURE PLATES AFTER ALL PIPING AND CONDUITS ARE INSTALLED AND SEAL ALL PENETRATIONS AS NOTED IN DETAIL AND PROVIDE CONTINUOUS SEALANT AT PERIMETER JOINT BETWEEN CLOSURE PLATES,HOOD,CURB,AND WHERE CLOSURE PLATES OVERLAP, REF SPECS • EXPANDING FOAM SEALANT SHALL NOT BE USED WHERE SEALANT IS EXPOSED TO EXTERIOR 4. EXTEND EXTERIOR REFRIGERANT AND WATERLINE EXTERNAL PVC INSULATION JACKET 1"INSIDE HOOD METAL CLOSURE PLATES GALVANIZED METAL TAPER HOOD SLOPE 1/4"PER FT. CAP WITH HOOD AT PIPE PENETRATIONS 2 PIECE GALVANIZED METAL VERTICAL CLOSURE INSULATED REFRIGERATION PLATES,INSTALLED BY GC.FIELD CUT TO FIT LINES AND CONDUIT MOUNTED AROUND CONDUIT AND PIPE INSULATION(1/8" TO UNISTRUT.UNISTRUT TO MAX.GAP BETWEEN PIPE/CONDUITAND PLATE), INSTALL UPPER PLATE TO BE ATTACHED TO CURB FASTEN TO HOOD AND CURB WITH SHEET OVERLAP BOTTOM PLATE 2" METAL SCREW$W ITH NEOPRENE WASHERS(4) REF PLAN ON EXTERIOR SIDE WITH NEOPRENE TAPE GASKET EA SIDE AND 6"OC TOP AND BOTTOM MAX PENETRATION SIZE PIPES TO REFRIGERATION CLEAR INSIDE OPENING +1"MIN PLATE OVERLAP #12x2"SS SCREWS WITH EQUIPMENT REF NEOPR '+ �\ REFRIGERATION WASHE AT 8"BONDED �i�,`� DRAWINGS FOR SIZE OF WASHER AT 8"OC b---�---_--- - -,�--- ---Yl---' r PLATE TO OVERLAP �i r-- -------- -7� PIPES `J NOTE:FOR ROOF PENETRATIONS FASTENER AND PLATE ���Oi ------- - � CURB 1"MIN LOCATED WHERE WALKWAY PADS iy Ji FULLYADHERED ARE INSTALLED,TRIM WALKWAY PROVIDE WALKWAY FLASHING MEMBRANE EXIST ROOF SYSTEM AND PADS 4"FROM EDGE OF ROOF CENTER WALKWAY PADS ON PADS SPACED 3"APART 13088 Qi EXTEND UP AND STEEL DECKING PENETRATION FLASHING BEFORE ON ALL SIDES REGISTERED CONT EDGE SEALANT Z JIB CRANE SPACED 3"APART OVER TOP OF CURB PAD INSTALLATION. OF REFRIGERATION AND AS REQUIRED BY MFR ROOF MEMBRANE PER AND 6"FROM EDGE OF ROOF SINGLE WALKWAY PAD ARCHITECT inm - MANUFACTURED VENT PIPE STRAPS CONDENSER RACKS ROOF MEMBRANE ON CURB TYP EACH PIPE OR MFR WARRANTY OR PARAPET ON PIPING SIDE OF PER MFR WARRANTY REF2-A4 CONDUIT NOTE:DO NOT INSTALL PUMP SKID WALK WAY PADS UNTIL � PROVIDE WALKWAY ROOF PENETRATION PADS SPACED 3" �S� FLASHING$ARE COMPLETE. APART ON ALL SIDES OF PUMP SKID TREATED WOOD INSULATION PROVIDE SINGLE ROW OF 8"FROM 09/24/2025 BLOCKING FASTENED TO �ii WALKWAY PADS ON JIB CRANE CURB, ROOF DECK-THICKNESS ii JOIST,REF STRUC ACCESS SIDE OF UNIT. Typ SHALL MATCH ROOF FIELD VERIFY LOCATION w INSULATION,TYP NOTCHED 2" STEEL ANGLE SECTION INSULATION BOARD ELEVATION FRAME,REF STRUC j STEEL ANGLE FRAME, REFSTRUC BATT INSULATION SECTION EXHAUST FAN,REF VERTICAL PIPING AND BCIR MECHANICAL FOR SIZE, CONDUITTO BEPIPING ATTACHED OPENING FOR MAINTAIN 1/2"CLEARANCE MEE WOOD BLOCKING BETWEEN PIPE AND RTU #12x2"SS SCREWS TYPE,AND LOCATION TO ANGLE.REFER TO REFRIGERATION LINES AND INSULATION BOARD,TYP WITH NEOPRENE/SS MANUFACTURED ROOF AH U/RT U PIPING/CONDUIT SUPPORT CONDUIT.COORDINATE BONDED WASHER AT DRAWINGS FOR CLAMP LOCATION WITH _ _ _ GALVANIZED METAL 12"OC CURB REF2-A4 REQUIREMENTS REFRIGERATION EQUIPMENT �CAP WITH HOOD AT REPLACEMENT PIPE PENETRATIONS VARIES MANUFACTURED EXISTING ROOFING NON-STRUCTURAL CURB SYSTEM BASE FLASHING RTU REFRIGERATION AND PUMP SKID _________PT ALL MECHANICAL CONDENSER RACKS PROVIDE CRICKET AT ALL PUMP SKIDS. EQUIPMENT,RTU'S,ETC.INSTALL ROOFING INSTALL ROOFING INSULATION WITH L___ ___________________________J INSULATION WITH I/2"PER FOOT SLOPE TO 1/2"PER FOOT SLOPE TO PROVIDE ' _ PROVIDE POSITIVE DRAINAGE AROUND UNITS. POSITIVE DRAINAGE AROUND UNITS. REF STRUC _ TREATED WOOD BLOCKING ELEVATION BOLTED TO ROOF DECK, THICKNESS TO MATCH ROOF OREFRIGERATION LINE ROOF PENETRATION PLAN PAD LAYOUT (TYP ALL UNITS) EXHAUST FAN DETAIL INSULATION SHEET NTS 2 ,2-1.-6" A4.1 REMOVE INTERIOR TENANT SIGNAGE AS INDICATED BELOW: SHEET NOTES 7.4 7 6.9 6.6 6.2 6 5.6 5 4.5 4.1 4 Jf7CC NOTES ALL TENANT SPACES(EXCLUDING FULL SERVICE FOOD PAINT TENANT TO PAINT WALL TENANTS} 1. PAINT STRUCTURE AS INDICATED ON 2-A1 AND PAINT GYP CONTINUES TO ABOVE OPENING PER FOOD SERVICE BRAND REMOVE ALL SIGNS,INCLUDING BLACK PLACARDS BD WALLS TO 6"BEHIND TOP AND SIDES OF COORDINATE WITH WM AND LIT SIGNS,RETURN TO TENANT REFRIGERATED CASES. CONSTRUCTION MANAGER AND Inn) P,62 COLOR Pi62 P209 1. ELECTRICAL FOR REMOVED LIT SIGNS TO BE 2. CASH RECYCLER OWNER FURNISHED AND INSTALLED STORE MANAGER FOR SOFFIT SOFFIT SOFFIT SOFFIT TERMINATED BACK TO NEAREST JUNCTION BOX KEYNOTES PAINTING AROUND OR 2. PATCH,REPAIR AND PAINT BULKHEAD WALL AT ARCHITECT OF RECORD: V ` - / REMOVED SIGN AND ASSOCIATED ELECTRICAL, 8x3Rx AHerwLFEnveeuE INC PAINTING OVER SCHOOL WALLPAPER AND/OR ORNAMENTATION TO MATCH 6.27 48"HIGH WAINSCOT WITH OUTSIDE CORNER TRIM SUITE 300 GRAPHICS AND/OR MURAL P162 P162 F162 ADJACENT CONSTRUCTION AND FINISHES 10.36 6"X 6"X 3'RECYCLED RUBBER TIRE STOP _'LA"M ..... • REMOVE ALL WALLPAPER AND/OR ORNAMENTS ON .......e..a.�n.�om REMOVE HARDWOOD TRIM BULKHEAD AND WALL BELOW UNO AT OPENING JAM ::::7 BS TO rAx.ezz-zsx-soaa ALLOW FOR ADDITION OF P209 P209 P218 PAINT TRANSITION ALL FULL SERVICE FOOD TENANTS- WAINSCOT,PATCH AND LINE AT 14'-0"AFF EXISTING LIT TENANT SIGNS,NON-BLACK PLACARD REPAIR WALL AS REQ'D SIGNS AND GRAPHICS ON LOWER BULKHEADS AND OPEN TO VESTIBULE _ OPEN TO VESTIBULE AWNINGS TO REMAIN,DO NOT REMOVE,PAINT OPEN TO = = AROUND SIGN,TREAT TENANTS(I.E.PRETZEL OPEN TO VISION OPEN TO CENTER ••• ......... CUSTOMER ,,,,, ,,,,, COMPANIES THAT ARE OCCUPYING FULL SERVICE FOOD TENANT ) 6.27 PS7 SERVICE FOOD TENANT SPACES MAY CONTINUE TO USE LIT SIGNAGE DB5 ••• ••••• •• REMOVE BLACK PLACARD TENANT SIGNS w LEDGE SYSTEM, INSTAL DBS,PS7,AND DB5 PS7 P209 LEDGE SYSTEM, LEDGE SYSTEM, PAINT ALL TRIM ABOVE REMOVE MCDONALD'S ARCHES ON UPPER BULKHEAD DB5 PS7 DB5 PS7 REF 7-AS PAINTR ALL TYP 627 REF 7-A5 REF 7-AS TENANTWALLODJACENT LIT SIGNAGE CAN OF WALMART USE BULKHEAD WITH EXCEPTION OF WALMART BLUE,USE OF PILASTERS AND WING WALLS TYP TYP 6.27 TOMA WISH, NO WALMART BLUE ACCENTS WILL REQUIRE APPROVAL a 3t s5rcaw orc� WALL FINISH,UNO BYWALMART SERVICES °aarcrc m INTERIOR ELEVATION PATCH,REPAIR AND PAINT BULKHEAD ANWO AT Z REMOVED ELECTRICAL,WALLPAPER AND/OR p °�° 11 ORNAMENTATION TO MATCH ADJACENT H = ; S o <o V 1"=10'-0" CONSTRUCTION AND FINISHES,ELECTRICAL FOR REMOVED LIT SIGNS TO BE TERMINATED BACK TO p $o o m "J ° 3 EXISTING STUD FRAMING a 61 NEAREST JUNCTION BOX H €� $og--m PATCH AND REPAIR rn EXISTING GYPSUM BOARD WALMART OWNED TENANT SIGNS AND ORNAMENTS ARE TO TO MATCH ADJACENT BE RETURNED TO FIELD PROJECT SUPERVISOR,THIRD- PARTY TENANT SIGNS AND ORNAMENTS ARE TO BE RETURNED TO TENANT IF THIRD-PARTY TENANT REQUESTS THEIR SIGN,WALLPAPER OR ORNAMENTATION NOT TO BE FAN COIL UNIT, DIFFUSER, 2•_g• SALES NON-SALES REMOVED,CONTACT WALMART CONSTRUCTION MANAGER REF MEP REF MEP,TVP REF SPECS FOR ATTACHMENT OF LEDGE C' TO CLEAT EN1 F VERIFY HEIGHT OF FACE OF4 6" EX1 Z AP OFFICE FACE OF WALL CURB-CUT BASE AS REQUIRED - -� 119 LEDGE WITH EN ER TO BE FLUSH WITH TOP EDGE OF LEDGE SYSTEM OWNER EXIT y ACT CURB FURNISHED AND GC C.6 Z INSTALLED,REF SPECS FOR STUD WALL CONDITIONS:(2) PP09 _ PP09 P209 00 10'-0"AFF FACE OF ZHOLES #10 TEK SCREWS AT EACH STUD CUSTOMER o PS7 6.27 RECYCLED RUBBER FOR CUTTING AND PS7 6.27 TIRE STOP,REF EXISTING INSTALLATION AT i6"OC DB5 SERVICE DB5 0 o FOR MASONRY CONDITIONS:(2) 108 SPECS,ATTACH TO CURB INSTRUCTIONS SLAB PER 1/4"TAPCONS INTO MASONRY O MANUFACTURER CONCRE WITH 1 1/2"EMBEDMENT AT 16"OC o RECOMMENDATION EVERY 2' REF ELEVATION 4 PREDRIL Q (2)HORIZONTALLY ORIENTED 4'-11" 7-10" 0 0 B.O.LEDGE OWNER FURNISHED AND C'•2 N COUNTE INSTALLED DIGITIALREVEAL PAINT TO MATCH NON-SALES DISPLAYS AT 6'-0"AFF TO SO 00 SIDE WALL COLOR OWNER PROVIDED GC MONITOR,GC TO INSTALL QTHREE B FOR SIM CONDITIONS,PAINT TO INSTALLED MILLWORKDIFFUSER,REF LIGHTING,REF _ BLOCKINGPER 10-A3 AND MEP,TYP ELEC,TVP ' ` ADHESN ,'�: :a COLOR MATCH THE SALES SIDE WALL MOUNT OWNER SUPPLIED >Zo BRACKET AP OFFICE RECYCLED RUBB R DB6 BASE O D ZC9� a 10 REFLECTED CEILING PLAN TIRE STOP R VESTIBULE CART CURB S LEDGE DETAIL P2,6 �2 ° 9 1/2"=1'-0" v 3/4"=1'-0" 1 12"=1'-0" 6.27 2„ Z Z W rn EQ EQ H-IY Joo 10 �N(1) VESTIBULE MURAL 16'-8" 105 CUSTOMER SERVICE.106 RETURNS STORAGE A6 A6 12 Q TENANT TO PAINT OWNERFURNISHED MURAL WIDTH 12 ry o m WALL ABOVE OPENING GC INSTALLED WALLS A6 12 WALL VINYL GRAPHIC PER FOOD SERVICE LINO:PAINT P131,PS7 48"HIGH WAINSCOT WITH OUTSIDE 2 OWENR FURNISHED BRAND COLOR _ P162 CORNER TRIM,BASE DB5.REF 2-A5 FOR EXCEPTIONS. 5'-0" 1r-0" Z m - GC INSTALLED p162 IEN GE SYSTEM, FLOOR RETURN GRAPHIC WIDTH LEDGE SYSTEM, _ P218 7-A5 REF FLOOR FINISH PLAN EXISTING STORAGE _ w GYPSUM P209 CEILING r 106 U P209 = BOARD REFSHEETSA1FORCEILINGSCHEDULE ISSUE BLOCK p218 9 = OP EU REPAIR/REMOVE/REPLACEAS VIiOPEN TO CE REPLACE DAMAGED OUTLETS,NON-ALMOND TO MATCH B.1 FOOD _ EXISTING COLOR,REPLACE ALMOND WITH WHITE TENANT REPLACE CUSTOMER VISIBLE ALMOND OUTLETS WITH 10.36 WHITE B •REPLACE DAMAGED AND CUSTOMER VISIBLE COVER TYP OF 3 9'-0" EQ E TYP PS7 DB5 TYP PLATES WITH BRUSHED STAINLESS STEEL,INCLUDING DB 5 PS7 TYP 9 10.36 6.27 BLANK PLATES TYP 6 27 A5 TYP OF 5 REPLACE DAMAGED DIFFUSERS AS REQUIRED O CUSTOMER SERVICE FOOD TENANT SIDE VISION CENTER SIDE 5 ELEVATION ELEVATION �VESTIBULE MURAL ELEVATION (DE LEVATION CUSTOMER SERVICE FLOOR PLAN V / 1/8„=1,-0„ , J / 1/ 3/1 6„=1,-0„ CHECKED BY:JCM KO DRAWN BY: TMG PROTO CYCLE: 05/30/25 DOCUMENT DATE: 09I03125 I I I 101 VESTIBULE GM.104 CART STORAGE GM,115 VESTIBULE 107 CASH,108 COUNTING 119 AP OFFICE I I GR.„8 CART STORAGE GR WALLS WALLSEl WALLS PAINT P131 TO CEILING PAINT P131 TO CEILING PATCH AND •GYP BD:PAINT P131,INSTALL PS7 48"HIGH WAINSCOT PATCH AND REPAIR REPAIR WITH OUTSIDE CORNER TRIM,INSTALL DB5 WALL BASE 2 •CIVIL:PAINT P131,PAINT P209 48"HIGH WAINSCOT FLOOR FLOOR A5.4 •BLUE ACCENT WALL:REFER TO PLAN FOR LOCATION. ETR ETR I •GYP BO:PAINT P218,INSTALL PS1348"HIGH WAINSCOT WITH OUTSIDE CORNER TRIM,INSTALL DB5 WALL BASE FEILING CEILING •CMU:PAINT P218 GYP BD:REF SHEET SA1 CEILING REF SHEET SA1 FOR CEILING I I D•3 •PAINT COLUMNS TO MATCH ADJACENT WALLS SCHEDULE FOR CLEANING.PAINT SCHEDULE •PAINT INTERIOR OF CART STORAGE AND OVERHEAD P131 REF 10-AS FOR REFLECTED DOOR WHITE P140E CEILING PLAN MILLWORK FLOOR PAINT PIPE SUPPORT COUNTER LEGS 183 MANAGEMENT OFFICE •REF FLOOR FINISH PLAN P162 • SAND AND VARNISH OAK ON WALLS ❑ CEILING COUNTERTOP PAINT P131 TO CEILING ❑� ❑ DT I D•1 I ❑•GYP BD:REF SHEET SAi CEILING SCHEDULE FOR CLEANING.PAINT P131 FLOOR ❑ ______________________ P162 ABOVE❑I4'-0" D l •EXPOSED STRUCTURE:REF SHEET SA1 CEILING 125 JANITOR • ETR ------------------------------------------------------- WALLS CONTINOUS LEDGE ABOVE 11-AS P209 BELOW 14'-0" SCHEDULE FOR CLEANING REPAIR/REMOVE/REPLACE GYP BD:PATCH AND REPAIR.REF CEILING MANAGEMENT REF SHEET SA1 FOR CEILING SCHEDULE OFFICE ---- •REPLACE DAMAGED OUTLETS,NON-ALMOND TO MATCH FINISH PLAN 23'-10" 16'-0" 14'-2" � I I �� �� �� �� I 13088 EXISTING COLOR,REPLACE ALMOND WITH WHITE 183 _ I I REGISTERED •REPLACE CUSTOMER VISIBLE ALMOND OUTLETS WITH REPAIR/REMOVE/REPLACE MILLWORK ----------FV------------------- -----FV------------ ----FV----- ---------------------------- ---}----- -------------------- WHITE REPLACE MOP SINK IF BROKEN OR PAINT PIPE SUPPORT COUNTER LEGS Pi62 ^ _ ____________________ ______ ---- �` I I I I ARCHITECT •REPLACE DAMAGED AND CUSTOMER VISIBLE COVER CRACKED SAND AND VARNISH OAK ON COUNTERTOP 1• i - ------ ------- ---- --- --- __ ---- ------ --- I I REPLACE COUNTERTOP TO MATCH EXISTING I -- 11 I I I �'•6 �� PLATES WITH BRUSHED STAINLESS STEEL,INCLUDING — — — r -------------- BLANK - IF DAMAGED n, III PLATES f COUNTING I I II�II I I JANITOR 125 i i 1 •REPLACE DAMAGED DIFFUSERS AS REQUIRED i�( DINING I I 2 I — 1os �I I I PHi �1ARIAH MEYER I a i C.2 STATE OFWASHINGTON 113 ALCOVE CLOSET '� I I ::ALCOVE I f__________l i 'n I - - - - - '❑ WALLS __ ___ ____ _�__ 0 I I � H ! I I I I I N I I 0 I 09/24/2025 • GYP BD:PAINT CORNER TRIM, ,INSTALL HIGH WAINSCOT it I I I O D KITCHEN I I I D ❑ 107 WITH OUTSIDE CORNER TRIM,INSTALL DB5 WALL BASE e FLOOR I I — — -- • 77 REF FLOOR FINISH PLAN �� �� - WHITE BOX I =_ �y '46 a C s s CEILING INFILL 8'-0" LJ I I I I I • REF SHEET SA1 FOR CEILING SCHEDULE CART BLUE ACCENT WALL I I i i I AP OFFICE 8 STORAGE-GR REFER TO SCOPE OF ° I BLUE ACCENT WALL 118A 119 EDC STORAGE REFER TO SCOPE OF REPAIR/REMOVE/REPLACE 118 WORK BOX NOTE ❑ I ® WORK BOX NOTE REPLACE ALL OUTLETS WITH WHITE TYP I RELOCATED VENDING RELOCATED EQUIPMENT GC FURNISHED B.1 ENLARGED REPLACE ALL COVER PLATES WITH BRUSHED STAINLESS VESTIBULE-GR I n _ ':_ MACHINES,REF MEP STEEL,INCLUDING BLANK PLATES 118 FREEZER n I PLANS, BENCH OWNER AND INSTALLED • CLEAN OR REPLACE DAMAGED DIFFUSERS AND E PROVIDED AND PIPE SUPPORTED RETURNS AS REQUIRED e E l ) -- 'p VESTIBULE-GM 8 TYP REF2-A9 \ B / i GC INSTALLED COUNTER ELEVATIONS COOLER ——————— — --------------- ------� ----------------- Al CART AND DETAILS J E 2 1 E L STORAGE-GM 2 04 A.2 ------_______ A5 A5.1 VC1 __________________ D❑ ❑ D D ❑ \ A�.1 FRONT TENANT WALL FLOOR PLAN "J SHEET: 1 III CUSTOMER MIENS 112 CUSTOMER WOMENS.165 FIXTURE HEIGHTS AND CLEARANCES CUSTOMER RESTROOM FIXTURE SCHEDULE SHEET NOTES CUSTOMER MENS.166 CUSTOMER WOMENS.167 FAMILY MARK ROOM NAME TOILET COMPLY WITH THIS CHART,2017 ICC Al 17.1 AND ADA STANDARDS FOR ACCESSIBLE DESIGN 1. INTERIOR PLAN DIMENSIONS ARE TO FACE OF FINISH UNO 111 CUSTOMER MEN 2. PROVIDE A CONT BEAD OF SEALANT IN THE FOLLOWING TYPE OF WATER CLOSET TANKLESS FLUSH VALVE LOCATIONS: GENERAL NUMBER OF 18"WIDE MIRRORS 4 PERIMETER OF ALL TOILETS AND URINALS TO WALLS •ALL WATER CLOSETS AND URINALS TO BE REINSTALLED TOILET PAPER TOILET SEAT SANITARY ELECTRIC DIAPER SURFACE STANDARD/ ACCESSIBLE STANDARD COAT HOOK 112 CUSTOMER WOMEN AND FLOORS IN SAME LOCATION DISPENSER COVER NAPKIN HAND DRYER CHANGING MOUNTED PAPER ACCESSIBLE URINAL URINAL TYPE OF WATER CLOSET TANKLESS FLUSH VALVE PERIMETER OF SINK TOMIRROR WALL ARCHITECT ARCHITECTURE, URE,INC • PERIMETER OF MIRRORS TO WALL BRR ARCHITECTURE,IN DISPENSER DISPOSAL (RECESSED) TABLE TOWEL DISPENSER LAVATORY NUMBER OF 20"WIDE DRESSING 1 PERIMETER OF DIAPER CHANGING TABLE TO WALL FAVENUE WALLS IT MIRRORS oveawxo rA ssxoa 3. REPLACE ALL TOILET SEATS THROUGHOUT THE STORE , •REF FINISH PLANS SOAP URINAL INSTALL NUMBER OF 18"WIDE MIRRORS 4 BOTH PUBLIC AND ASSOCIATE RESTROOMS,BEMIS FLOOR DISPENSER SCREENS /r PLYWOOD 165 CUSTOMER MEN MODEL 1055SSC,MAINLINE ML 10552SSC •REF FINISH PLANS / BACKING TYPE OF WATER CLOSET TANKLESS FLUSH VALVE 4. PROVIDE BATT INSULATION FOR SOUND PROOFING IN FAx.ezz-zsz-soaa C� o L/J NUMBER OF 18"WIDE MIRRORS 3 TOILET ROOM WALLS ® 166 CUSTOMER WOMEN 5. PARTITION DOORS ON WHEELCHAIR ACCESSIBLE AND CEILING z AMBULATORY STALLS SHALL BE 34"WIDE UNO •GYP BD:REF SHEET SA1 CEILING SCHEDULE FOR O LL rn > TYPE OF WATER CLOSET TANKLESS FLUSH VALVE 6. PARTITION DOORS ON STANDARD STALLS SHALL BE 28" CLEANING.PAINT CEILING P131 i ;�¢ w v i m, g " NUMBER OF 20"WIDE DRESSING 1 WIDE O ¢ MIRRORS 7. PROVIDE BLOCKING AS REQUIRED AT SINKS AND REPAIR I REMOVE/REPLACE " < e U " O - ,� N NUMBER OF I8"WIDE MIRRORS 3 FIXTURES PER MANUFACTURER'S RECOMMENDATION •REPLACE ALL OUTLETS WITH WHITE FINISH FLOOR ¢ O U m 8. FLOOR DRAINS IN CUSTOMER RESTROOMS ARE TO BE 67 FAMILY •REPLACE ALL COVER PLATES WITH BRUSHED STAINLESS FLUSH WITH TOP OF FLOOR FINISH O STEEL,INCLUDING BLANK PLATES INSULATE WATER LINES AND DRAIN 14"ELONGATED TYPE OF WATER CLOSET TANKLESS FLUSH VALVE LEVEL SLAB TO DEPTH NEEDED FOR INSTALLATION OF = �o •CLEAN OR REPLACE DAMAGED DIFFUSERS AND RETURNS AT SINGLE LAVATORIES WHEN LIP NUMBER OF 18"WIDE MIRRORS 1 CONCRETE OVERLAY,MATCH EXISTING GRADE rwii o h 'z w w w LL AS REQUIRED SCALD GUARD NOT SCHEDULED 184 MOTHER'S ROOM 9. PATCH,REPAIR AND REPAINT GYPSUM CEILING TO MATCH w o F u 03 •FLUSH VALVE:REPLACE IF DAMAGED NUMBER OF 18"WIDE MIRRORS 1 ADJACENT FINISH WHEN LIGHTING IS REPLACED WITH CAN •WATER CLOSET OR URINAL: DRESSING MOTHER'S MULTIPLE-STATION LAVATORY ACCESSIBLE ELECTRIC WATER sot TOILET(ACC) LIGHTING 0 �F 3�aarcawoOW •CLEAN AND REPAIR,REF SPECS 10.NOT USED •REPLACE IF UNABLE TO RESTORE TO LIKE NEW MIRROR ROOM SOAP LAVATORY COOLERS ITYPE OF WATER CLOSET I TANKLESS FLUSH VALVE z y �Va WM'wz°z €o CONDITION MIRROR DISPENSER CLEARANCE NOTE: KEYNOTES mow; �pwn H;G ¢ CENTER MIRROR OVER INFORMATION CONTAINED IN THIS SCHEDULE IS FOR INFORMATIONAL PURPOSES g 3a BewHpwr ONLY O 5,°��woo�3 LAVATORY VERIFY SOAP SINGLE 10.05 PAPER TOWEL DISPENSER(SURFACE MOUNTED) o aw t'�6-wnwgg DISPENSER SIZE BEFORE COMBINATION ACCESSIBLE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION OF ACTUAL CONDITIONS, 10.06 TOILET PAPER HOLDER INSTALLING MIRROR MATERIALS AND DIMENSIONS NECESSARY FOR REPLACEMENT,INSTALLATION OR rn F REFURBISHING 10.0 SANITARYN DISPOSAL 10.099 SOAP DISPENSER S. MIN w w 10.10 DIAPER CHANGING TABLE O a z KNEE CL _ <iv �_ Y w HC ` HC w 10.11 MIRROR 0 ry i O n " U - l m U 10.12 TOILET SEAT COVER DISPENSER FINISH FLOOR m " F O �f�f� 10.13 TOILET PARTITIONS(REF SPECS FOR TYPE AND 6"MAX O O HEIGHT) TOE CLR PROVIDE MATCHING 10.14 GRAB BARS U APRON ON UPPER 10.15 URINAL SCREEN WITH FULL LENGTH ANGLE m O1 UNIT MOUNTING BRACKETS,REF SPECS z 10.17 FREE STANDING TRASH RECEPTACLE,OWNER F FURNISHED 7'6 60"X S6"CLEAR AND 10.26 COAT HOOK(INSTALL PLYWOOD BACKING) z LEVEL FLOOR SPACE 10.35 ELECTRIC HAND DRYER(RECESSED) O 15.02 WALL MOUNTED LAVATORY,REF PLUMB U 16^_/g^ NOTE:WHERE AN ADMINISTRATIVE AUTHORITY U 10 1/2 REQUIRES FLUSH CONTROLS FOR FLUSH VALVES TO Uo 10 05 BE LOCATED IN A POSITION THAT CONFLICTS WITH THE LOCATION OF THE REAR GRAB BAR,THEN THE ® REAR GRAB BAR SHALL BE PERMITTED TO BE SPLIT 0 0 N 10.17 110.12 P OR SHIFTED TO THE OPEN SIDE OF THE TOILET AREA 0 � W 10.14 O 0 rn -TYP, NOTE:THIS ELEVATION IS REPRESENTATIVE OF TYPICAL NOTE:AT SIM CONDITION Q 30"X 48"CLEARHCl NOTE:THIS ELEVATION IS REPRESENTATIVE OF TYP AND LE ELEL I FIXTURE MOUNTING HEIGHTS AND CLEARANCES,REFER NO STANDARD STALL OR p FIXTURE MOUNTING HEIGHTS AND CLEARANCES,REF FLOOR PACE � � TO PLAN FOR FIXTURES TO BE INSTALLED PARTITION SHOWN p I H PLAN FOR FIXTURES TO BE INSTALLED Z p p 6-A5.3 O I Q1 ACCESSIBLE STANDARD WALL FINISH NOT z O a /// ►I 10.06 TYP STALL STALL 39" O m SHOWN FOR CLARITY O J M m / I _SIM,OH 42"MIN 4'-6"MIN �D_p n 6"MAX '-6"MIN 12" Q •• r T-0"MIN PARTITION 18"GRAB BAR f I'1 O N '(ER 18"GRAB BAR 5 1/2" NAPKIN DISPOSAL V U.I Z .o 10.09 1-4" 5.0 D\ �UNO- .. 12" 24" I -9" ON PLAN SHOWNWHERE O rn 1502 I .1uRN ) MIN MIN z N� J 0 H 2-A5.3 , / O SEAT COVER w Q A5.3 ._) 7 / DISPENSER LL p w A5.3 TOILET SEAT p m i LLCOVER J,2 - 1010 -7 -- ------`-� (FAMILY O ? 36"GRAB BAR DISPENSER = Or n M 10.26 TOILET r m z O r M z m 167 n z F _� TOILETPAPER ~ n O _ m w - _� DISPENSER °ro w n K 10.11 n 2 f ° ISSUE BLOCK 16"-18" WALL FINISH NOT SHOWN FOR CLARITY 3'-4" 2'-l" rL REF PLAN ACCESSIBLE STALL FAMILY RESTROOM PLAN STALL ELEVATION STALL ELEVATION J 1/2"=1'-0" 1/2„=,--0" 3 112„_1'-0�� 7.4 7.5 7.6 5.6 6 6.2 y,-10„ r V-6„�V-6. 34"X 48" 10.09 TYP MANEUVERING i 10.11 TYP I � ii ii CHECKED BY:JCM KO SJ.6 - - ----------�-�-- DRAWN BY TMG IM 4 - PROTO CYCLE 05/30/25 A5.2 _I 2 A5.3 TYP - C - 10.35 _ -I TYP 10.17 4'-1" 1'-3" 5'-10" DOCUMENT DATE: 09I03125 30" 48"CLEAR^ - V-3" AN LEVEL I i- 4 CUSTOMER REMOVE ALL PLACARD SIGNAGE \TYP 6-A5.3 MEN ASSOCIATED WITH LIT SIGN m FLOOR SPACE / 10.05 / _ rt__' I _ - A5.3 \ TVP 165 3' 10" "RESTROOM NEEDS CLEANING' CUSTOMER 3'-3" /3'-4' TYP SWITCH,PATCH AND REPAIR WOMEN CLEAR ( __- - WALLAS REQ'D FOR FINISHES 10.11 1 _.. -a'OI METER 15.02 112 DRESSING - I- TURN ROUND ( •Y' TYP IF STROBES ARE LOCATED ABOVE 10.13 I O `�-------------- TILE LINE ON WALLS THEN STROBES na CLEAR AND - C8 I CL - \fL / ( ) ARE TO BE ETR-IF STROBES FALL �' a 10.17 TYP �n v 3'-6' 3'-2" 3'-3' 8' 3" /CC 1026 I BELOW TILE LINE,COORDINATE 10.05 LEVEL FLOOR - SPACE 8 A5.3 I ALARM WORK ON SITE WALMART I P\ 10.10 I GLOBAL SECURITY TEAM FOR BOXES 10.15 ----- - 7 I I THAT NEED TO BE MOVED �� 4 / \ Ly HC TY I A5.3 I 1 ' / o � I 5'-0"DIAMETER J i f c? 3'-1" 3'-3" 3'-2" 3'-3" 3'-6" TURNAROUND 1 10.13 --- ---- U / in TYP - - - - �.2 a HC. I 1 5 o , A5.2so"X 56' I � "Q I 1 13088 CLEAR AND I 3'-6' 3'-2" 3'-3' 3'-3' I I CONT SEALANT 15.02 TYP Typ 1 HC. I SIM 'w\ REGISTERED LEVEL FLOOR TO MATCH I I • ARCHITECT SPACE o f I LAVATORY 10.11 TYP U I 10.15 I AND E ELEA I 1 DECK COLOR 0.09 TYP I TYP 1 2'-11" 3'-2' 3'-2" 3'-2" I I= FLOOR SPACE 1 3 i I AND LEVEL 10.13 U' I 1 10.14 10.26 10.13 0 I TYP 1 r TYP I� �1ARIAH MEYER - - - - - I Ma �- 7 1// 1 s-A5.3 \ SIM I 1 3-10„ � -------- - in cp A53 �L ._ .- / I I -_ _� c3+ � 30"X48'CLEAR / I � STATE OFWASHINGTON A5.2 5'-0" T-3" 3'-3" 3'-3" --- --c ------ ---- -o I P 10.07 O I _ AND LEVEL 1 ESER I I 09/24/2025 I CLEAR 4-9" X 48" 1 TYP 10.06 FLOOR SPACE p"O� NO I I 3'-4" 5'-0' I l MANEUVERING " � 1 --------� I _ AND LEVEL8" EARI / \� 10.10 SPACE 1 a 10.05 TYP URNpRO ---- --- --- - 9 4 - 10.05 t I 1 CLEAR -J FLOOR SPACE ( 5. DIAMETER 10.11 c9+ r a 48"X 58" I _ 15.02 DRESSING = 17"MIN TYP - 1 w �� ¢ 30'X 48"CLEAR MANEUVERING -- -----� TYP 10.11 TURNAROUND ( 7 'o _ 'rp r �7 ` AND LEVEL,• 1 SPACE tt -10 1035 1010 I,- 1 / FLOOR SPACE TY I U 10.17 TYP 10.09 103 TYP A5.3 � I TYP 10.09 _ CL A5.3 MANEUVERING TYP TYP \ / -____ ci+ 1 3,-7�� z 6-A5.3/ 10.17 TYP 7 o w I CUSTOMER TYP 15.02 1'-3" I SPACE TYP A5.3 \ 10.0.5 TYP CUSTOMER �___--- A5.3 i.._ vI U 1 N o MEN TYP 10.11 I RESTROOM 2-A5.3 -. - WOMEN .1.-_ 1 2O-A5.3 HC - - - - - - PLANS AND o w M n r M �j� 1ss - -1- - .I TYP- ,0.3 DETAILS (/ - B.1J�m ------------- -- - ��III H.9 6'-9" 1'-6" 1'-3" 1'-6" 12'-5" 2'-11/2" 2'-0" 10.26 6'-11" 5'-8" 3'-6" CONTINUOUS 1'-6' 4•-3" TYp SEALANT TO MATCH CC CC 4 IM CC LAVATORY DECK A5.2 COLOR : CUSTOMER REAR RESTROOM CUSTOMER FRONT RESTROOM SHEET 2 )3/8��_��-0�� �3/8"_ -6" A5. LEGEND .:3/8"WATER "..... • RESISTANT GYP BD CONCRETE OVERLAY '-MITERED'.�� ARCHITECT OF RECORD: RQNDEQ TRIM.', BRR ARCHITECTURE,INC IT KEYNOTES ° R.s VERTICAL 6.27 48"HIGH WAINSCOT WITH OUTSIDE CORNER TRIM rAx.e.3.. ..a QUADEC 10.06 TOILET PAPER HOLDER 10.07 SANITARY NAPKIN DISPOSAL 10.12 TO SEAT COVER DISPENSER WALL TILE REF 10.13 TOILET PARTITIONS(REF SPECS FOR TYPE AND HEIGHT) FINISH PLANS,TYP 10.14 GRAB BARS 1/8"GROUT JOINT PERSPECTIVE w oops =3 CONDITION WHEN TRANSITION LOCATED AT ---- _ 0 2� 3o°¢Srcaw'a�2m DOORHao��oG€6 1/8"GROUT JOINT WALL BEYOND zw3'��rcF3<FVa VERTICAL QUADEC� i'' SEALANT \\`xa g 3mi 2e�v,rcoy ° CONCRETE �o'�om _�H_ °E3 1/8"GROUT JOINT OVERLAYMENT� /' 3/8"SS TOP AND`I1 H ow t2 �p5€ WALL TILE REF I i rn �`i 8°8 oc`-�' WALL TILE CORNERTRIM-C FINISH PLANS 3 1/2"x 1/2"ANODIZED REF FINISH PLANS REF SPECS 5/8"WATER ..�• L___________J i ALUMINUM TRANSITION STRIP - r'-._`;�; SEALANT j RESISTANT GYP BD RENO RAMP AERP-125B90 BY SCHLUTERSYSTEMS 01,E FILL WITH GROUT 1/8"GROUTJOINT - VERTICAL QUADEC QF'�yQj - ----" 1/8 GROUT JOINT EXISTING METAL STUDS F ' z PROVIDE TRANSITION STRIP WITH SLOPE NO GREATER -_- TILE THAN 1:2 FOR CHANGES IN LEVEL BETWEEN 1/4" 5/8"WATER-RESISTANT GYP BD z O TRANSITION AT EXPOSED EDGE OF CONCRETE OVERLAY (::�OUTSIDE CORNER DETAIL 9 12"=,�_0. Q 3�.=,._0. 0 0 M N 0 C--::) W PLAN 0 Q EL�) Z� 00 0 DEGREE CORNER DETAIL SsZzm*jj� 56"MIN O� 1�p` I (2JV Ko IL DOOR PULL-INSTALL ? W Z ZLU 34"-40"AFF 0 10.12 F COATHOOKWITH 10.06o��� �J//0 0 GYP BD RUBBER BUMPER, 10.07 �1U\ LL IN LL 4"INSTALL FROM EDGE n WALL TILE REF P131 OF DOOR 5'-6"AFF,TYP FINISH PLANS AT STANDARD STALL o it (=9 10.14 5/8"WATER RESISTANT CT54 i _ GYP BD w DOOR STOP-INSTALL 10 1P DOOR PULL-INSTALL z FINISH REF ELEVATIONS Gib w z 2"FROM EDGE OF 10.14 34"-40"AFF m0 1/8"GROUT JOINT ' " 1 1/2"x 1 1/2"SS CORNER GUARD w DOOR 5-6AFF,TYP A7 10.13 TYP MODIFIED IN FIELD -} U ACCESSIBLE STALL - O�+ a+ p VERTICAL SS INSIDE - - - CORNER TRIM,REF 6 COAT HOOK-INSTALL w --+:- -. - BUTT FLOOR TRANSITION CT53A DOOR PULL-INSTALL R SPECS AT CENTER LINE OF ` w ISSUE BLOCK TO WALL TILE,CONT G15 34"-40"AFF a DOOR 4'-0"AFF SEALANT BETWEEN 1/8"GROUT JOINT 80 - TRANSITION AND TILE PIn EXISTING METAL COAT HOOK I INSTALL TRANSITION STRIP STUDS AT CENTER LINE OF B A51 DOOR 4'-0"AFF 60"X 56"CLEAR _ \ f AND LEVEL FLOOR 9TYPICAL ELEVATION AT SPACE EXISTING 10.06 10.07 METALSTUDS CUSTOMER RESTROOMSij SS TOP AND CORNER TRIM-C REF 5'-10" SPECS ATYPICAL TOILET TILE ELEVATION ACCESSIBLE STALL PLAN ULATORY STALL PLAN - - - INSTALL SEALANT AT EDGE 1l2"=1'-0" J)� 1/2" WALL TILE ON Sl8'WATER- �� �� FLOOR FINISH•'""' RESISTANT GYP BD REF PLAN'�F - TILE BASE J WALL END CAP Oc INSIDE CORNER SECTION 7 STyp IM g�_,-0. V 3„=,,-0„ � ^� A5.2 SIM _ CHECKED BY:JCM KO ' P209 -- - PS7 6.27 DB5 DRAWN BY: TMG fill 8 PROTO CYCLE: 05/30/25 A5.2 Y DOCUMENT DATE: 09/03/25 _ •5-A5.2, - - A5.3 LI: l TT FINISHES TYP AT -ALL WALLS UNO •l: -AT ALL °`. WALLS TYP OH ( 8 ,o T MER A5.2 CUS O A52 .� MEN- If b^ 1 CO r' ryp' e8 aA53 TYP- A5.3 AT ALL 6 � WALLS .- • P209 e I • e a $ DB5 PS7 6.27 CO - DB5 ..°. a A5.2 - A5.2 13088 ,CUSTOMER- 9 WOMEN REGISTERED r� A5.2 4 .. - - .. TYP A I RCN TE T Q C •a" 9-A5.3- ,y •a4. •9 4� TYP a• s s , A5.2 .FINISHED TYP.' YP. ad a TVP AT a g ° A :AT ALL WALLS°-: �'• ..- .... .. - .- - - MARIAH MEYER . . - a wALLs ,:- -. _•.,.-. - �-, STATE OFWASHINGTON CO A5.3 - "SAT ALL-CO WALL TYP s 09/24/2025 :CUSTOMER' I aav, 4 `MEN. A.2 5 d a_ - - F111 „ P '• - - PS7 6.27 _ aCUSTOMERI WOMEN DB5 �I 6 '9a i66 ea: ,A5.2 FINISHES TYP AT FINISHES TYP AT°1 A. ° . :. a<•... - .°.. -...-..-. s- ee-.`e:i _ r - - - - .aALL WALLS,UNO. �ALL WALLS,UNO + TYP;..• .,n A5.2 5 RESTROOM 8 ,1 - A5.2 FLOOR C j j8 00 sa TVP. ivp ' _ s FINISH S-FINI HE TYP AT < S S AT ALL A.2 5 9'. 'ALL WALL N A.2 S U O. WALL 5 5-A5.2 - - - PLANS AND J I DETAILS 1° CUSTOMER REAR RESTROOM FINISH PLAN CUSTOMER FRONT RESTROOM FINISH PLAN 02 - SHEET' 0 A5.2 • ARCHITECT OF RECORD: BAR ARCHITECTURE,INC 8131 METCALF SUITE 300 � O f° �ww n aOzq o o W O iC��pwnz3 '2La 3t Dgrcaw�OWw O z 3V jM� z€H H �rc d �o3z3�omm°or �nzg f~i1 ��78ot&oa- wad F Q F z Z O U 00 N 0 W 00 Q° a �o � z°o moo` Z U� �Ko //I�'►a0 WALLFINISH - WALL FINISH V L Z m REF FINISH PLANS REF FINISH PLANS - z Z W METAL STUD LINTEL _ METAL STUD LINTEL - J 0 O �N� CONT SEALANT - CONT SEALANT _ Q ATPERIMETER - AT PERIMETER o V g z z 2 x 4 BLOCKING m AT TOP,BOTTOM, 2 x 6 BLOCKING O RIGHT AND LEFT AT TOP,BOTTOM, SIDES RIGHT AND LEFT SIDES F W m W 0 w o N o ISSUE BLOCK DIAPER U z DIAPER cpi z CHANGER ° a w CHANGER ° n w o 34"MAX w 0 34"MAX / REF EQUIP CUT SHEET O ----- w O ----- FOROPENINGDIMS w O GRAY TILE TO ALIGN WITH INSIDE i K LL m LL OF PARTITION TO INSIDE OF GRAY TILE TO BE INSTALLED PARTITION.NO GRAY TILE OT PARTITION TO PARTITION.NO [/'��27 27" EXTEND BEYOND PARTITIONS B.2 EXISTING EXISTING GRAY TILE TO EXTEND BEYOND T PARTITIONS FINISHES FINISHES _ WALL FINISHES WALL FINISHES 77777 - I I � _ - - REF ELEVATIONS - REF ELEVATIONS - 1 - - - - EXISTING METAL STUDS EXISTING METAL STUDS CT54 1 crs4 c s 3-5/8"STUD WALL 6"STUD WALL G16 I l ow mi: NON-RATED WALL AT DIAPER STATION CHECKED BY:JCM KO 11/2"=,-0 DRAWN BY: TMG PROTO CYCLE: O5I30125 DOCUMENT DATE: 09/03/25 'SEALANT CT53A 753A x G15 CT57 Gib G15 CT57 Gib CORNE R AND \� I CORNER TRIM-C REF SPECS FRONT URINAL ELEVATION (D D 9 REAR URINAL ELEVATION SEALANT" 1 5/8"WATER-RESISTANT GYP BD,PROVIDE TYPE X ` 3 GYP BD AT RATED A5.3 CONDITIONS WALL TILE ON 5/8"WATER- RESISTANT GYP BOARD o EXISTING ry PLYWOOD BLOCKING,ATTACH WALL TILE ON 5/8"WATER WALL TILE ON 5/8"WATER METAL STUDS a 13088 REGISTERED RESISTANT GYP BD ARCHITECT TO NEAREST STUDS EA SIDE RESISTANT GYP BD F SOUND BATT INSULATION RECESSED i SOUND BATT INSULATION ELECTRIC HAND m SOUND BATTS /� i DRYER z0 MIRROR MIRROR SO HAND DRYER SURFACE-MOUNTED - SO MIRROR BO MIRRORti BO HAND DRYER o �1AR4 IAH MEYER PAPER TOWEL DISPENSER —__ --- -- -- -- -- -- -- 1� REF FIXTURE HE OWNER FURNISHED,GC REF FIXTURES HEIGHTS AND CLEARANCES ------ --- F REF FIXTURES HEIGHTSAND CLEARANCES AND CLEARANCES STATE OF WASHINGTON INSTALLED REF FIXTURE HEIGHTS z _ —RIM HEIGHTh O _ —RIM HEIGHT AND CLEARANCES —__ z -----$ w WALL TILE REF FIXTURES HEIGHTS Y REF FIXTURES HEIGHTS RECESSED ELECTRIC 09/24/2025 U U AND CLEARANCES HAND DRYER O Y AND CLEARANCES O x STAINLESS STEEL RECESSED HAND 5/8"CEMENT BD q "TRASH LOCATION"SIGN, m z m z DRYER KIT WITH SPLASH GUARD.OMIT IN LIEU OF CENTERED ON PAPER TOWEL O �*R VATORY O N TILE AT LOCATION OF SPLASH GUARD. o in WATER-RESISTANT a DISPENSER,OWNER O OEF MEP STAINLESS STEEL FURNISHED,GC INSTALLED x O O SOLID SURFACE RECESSED HAND r GYP BD FOR x LAVATORY SOUND BATT INSULATION O BOTTOM 10"OF WALL AVATORSHIELD, ❑ DRYER KIT WITH METAL STUDSEF MEP SPLASH GUARD m TILE BASE APRON - m OMIT TILE AT LOCATION EXISTING METAL STUDS w m ROLLED EPDXY O EXISTING METAL STUDS LIP OF STEEL SPLASH GUARD OF SPLASH GUARD PRIMER TO 3"AFF - OVERLAPPING TILE BASE R E ST R O O M 5/8"CEMENT BOARD IN LIEU CAULK SEAMS 1/8"GROUT G75 FREE-STANDING 5/8"CEMENT BOARD IN LIEU JOINT(TYP) FINISH ETE TRASH RECEPTACLE OF WATER-RESISTANT GYP BD OF WATER-RESISTANT GYP BD OWNER FURNISHED - FOR BOTTOM 10"OF WALL FOR BOTTOM 10"OF WALL GVP BOARD FOR BOTTOM"CEMENT BOARD IN 1/0"OF OF /WALL OVOERLAYMENT PLANS AND NC TILE BASE FF REF PLAN TILE BASE FF REF PLAN TILE BASE DETAILS FLOOR FINISH REF PLAN NOTE:PLYWOOD IS REQ'D BEHIND TILE AT LAVATORY V-3 3/4" DECK FOR PEDESTAL ANCHORING,CAULK WATERTIGHT TO TILE AROUND BASE AND DECK PAPER TOWEL/TRASH AT CONCRETE OVERLAYMENT PREFERRED) (��CT_ON I AT LAVATORY SECTION AT LAVATORY HAND DRYER SECTION HARVON ENLARGED WALL SECTION SHEET' 4 ,. 1.ND DYERELEATI 1 33"=1,-0., A5.3 DEMOLITION LEGEND SHEET NOTES EXISTING TO REMAIN 1. ALL ELECTRICAL WORK INCLUDING DATA AND POWER DISCONNECTION BY GC ------- DEMOLISH/REMOVE 2. REMOVAL AND REINSTALLATION OF POWER POLES BY GC INSTALLATION AREA TO BE DEMOLISHED 3. ALL REGISTERS TO BE REMOVED AND REINSTALLED OR INSTALLED By WALMART ARCHITECT OF RECORD: 4. GENERAL CONTRACTOR RESPONSIBLE FOR ALL BRR ARCHITECTURE,INC ELECTRICAL WORKMETCALF AvexuE 300 5. GENERAL CONTRACTOR RESPONSIBLE FOR ANCHORS oveBwxo rA ssxoa AND ALL GONDOLA ANCHORAGE 6. GENERAL CONTRACTOR TO REPAIR FLOOR AS REQUIRED AT LOCATIONS OF REMOVED REGISTERS AND FIXTURES FAx.e.3.. ..a 7. GENERAL CONTRACTOR TO REFER TO FIXTURE ANCHORAGE PLAN FOR ANCHORAGE REQUIREMENTS 8. GENERAL CONTRACTOR TO INSTALL RAILING PER MANUFACTURERS RECOMMENDATIONS AND INSTRUCTIONS FOR INSTALLATION AND ANCHORING PVC CHASE WITH SLEEVE, o hFw°w n�oog REF 7-GA3 SIMo F�ua�3.O CONT SEALANT ___-- CLOSURE PANEL OUTSIDE CORNER TRIM O � 3�¢arcrcw� rcm �� _ AT TOP AND SIDE OF Z � EXPOSED EDGES O REFERENCE FLOOR PLAN ~ w3 �O�po� GaO TOP TRACK O �o°2pmyH o�3 (PS7)PROTECTIVE FOR CHASE DIMENSIONS SURFACING ON TOP 1/2"PLYWOOD CAP w rcp4€ AND SIDESOF rn �`i 8o Ht H ¢ CHASE PROVIDE ACCESS PANEL IN CHASE,REF FLOOR PLAN FOR LOCATION AND HEIGHT =GNF ED CASE MERCHANDISE REF PLAN ED REFRIGERATED CASES LAP AND FASTEN TRACKS F CHASE REFERENCE PLAN AT CORNERS HEST E _ PVC CHASE WITH SLEEVE ED CASE PROVICORNER AS DE(3)STUDS AT 4- z REF PLAN FOR WALL TYPE ASA EACH METAL STUD AND GYPSUM F SHOWN CHASE ENCLOSURE PARTITION FLOOR TRACK � CLOSURE PANEL AT L PS7 ON TOP AND SIDES z ADD DB5 BASE TO CHASE EXPOSED CASE ENDS, Y3 OF CHASE O WHERE EXPOSED OR REF 8-GA VISIBLE TO CUSTOMER 5'-5" 16"x 16"ACCESS PANEL DB5 WHERE EXPOSED LAP AND FASTEN TRACKS BOTTOM OF PANEL 10" OR VISIBLE TO U ATCORNERS AFF CUSTOMER 4 SECTION AT CHASE 3 REFRIGERATION CHASE o o IN N 39"-1'-0" 3/8'-1'-0" O 0 Q CD 0 Z O z 0 a moo` Z RELOCATE CHICKEN REPAIR BOLT HOLES AND W Z m 4 4.1 WARMER,REF ELEC SPACES RESULTING FROM . T 5.6 T 6.9 T Z Z W FIXTURE RELOCATION OR REMOVAL2 ,REF SPECS /Joo LOCATION OF FIXTURES AND GONDOLAS AND N EQUIPMENT PER WALMART SHELVING TYP,REF FINAL FINAL MERCHANDISE PLAN AND MERCHANDISE PLAN FOR FXS SHEETS,REF SHEET NOTES FINAL LOCATIONS � � MERCHANDISE DISPLAY BY 3'-0" 2'-3" z OWNER,REF FINAL MERCHANDISE PLAN FOR TYP FINAL LOCATION 6'-2" Y ISSUE BLOCK ion UU� P ER UZo REF E EC LE TYP, 0 0 Of L APPLY BLACK OUT FILM 3 TO OUTER SIDE OF GLASS A54 END PANEL ADJACENT TO O<.I CHASE,REF SPECS U O m F NAL M RCHANF O Z of FINAL MERCHANDISE Ip o PLAN FOR FINAL D 2 9¢ LOCATIONS TYP QC-R-35-12FT `�D- ❑ \ D•1 - R 069.6522 POWER POLE TYP, OWNER FURNISHED AND CHECKOUTS,REF ❑ \/ REF ELEC ASSEMBLED PANEL SYSTEM, CHECKED BY:JCM KO 1/2" 17'-0 1/2" 16'-6 1/2" FINAL MERCHANDISE GC TO ANCHOR WHEN SET IN a PLAN FOR FINAL PLACE,INSTALL PER MFR'S LOCATIONS,TYP INSTRUCTIONS USING AN HORS DRAWN BY: TMG : ENLARGED CHECKOUT PLAN PROVIDED WITH PANELS PROTO CYCLE 05/30/25 2 ) 76"=V-0" DOCUMENTDATE: 09/03/25 REGISTERS TO BE REMOVED AND STORED AT PATCH AND REPAIR WALLS AND FINISHES PREDETERMINED AREA WITHIN STORE PER TO MATCH ADJACENT WHERE IMPACTED BY OWNER DIRECTION.REMOVE ALL SELF- 4.5 POWER DROP POLES AND CONDUIT.REMOVE 5 PLUMBING ON OR MODIFICATION OF REMOVE REGISTERS AND/OR ELECTRICAL UTILITIES, 5•B 6 6.2 6.6 6.9 7 , CHECKOUTS,FIXTURES,AND POWER ALL ANCHORING DEVISES AND REPAIR REF MEP AS REQUIRED FOR PROPOSED FLOORING,REF MEP CONFIGURATION,TYP,REF MEP.PATCH AND REPAIR FLOOR AT REMOVAL EQUIPMENT AND FIXTURES I�r\/--�✓'_-_-_-\\_-�� ImoI!l-i___-_-_z—r_��__-'___I__I'__-_L_-__-__-_teII r_II� 'tS1 r= I It r1 I r\___'______ COORDINATE REMOVAL OFCCKO ______1_____H CM RELOCATE CHICKEN WARMER, P2A5 _ - AND STORE MANAGER L - J FORRE-INSTALLATION - - ------ y=-- ---_ �_____� - __ --- =_ 'I =-�1 _ 13088 rl4 REGISTERED ARCHITECT d'T I Ir, J-14 4 I i Ir.= ! =�1 I=III he=iri I 51\ \\ /�'/�`1J�'III��\I�=iI-=_}III - ;-`= �}'yII C__3_'-_1_"__J� `-I_I IIII IIIIIl�`rFF[-r-rII 1Iy0uI1Il III AII'III`IlUIIIIOiIOIIlII 1lIlIIW0uluIIiII 1'IIL IIIII IoIdIItlIIIIII!!!I!!! Ihh1Ih1II4I4IlIlIl IIh IuVJIVII'IVIVIII IIII hhIIIa4IlIlI Ii IuIJIIuIIII'IVIVIIVlyIIIIl IhNhIhIh1_1pIli1tIlIIll"'-I,IIIIIIII1lIIII0oIIIIIIII'I1lIII IhNhhIh 1pl'YIlIli r II I-IilIIIIlIoIIIIIIlIIIIl''IlI''I lIryII�I!IiI IIIIL=--`-I_JRryI�liI r'2�IyIII__-_a11Ii P1 yly��II.II i�IILt=_-r-I_IIl�liI rl'2fi'IIIII__-_�,lI l yIiIIITlIIILflII------I�-dIIIIIl��'I rl\T�IIIIII'II__-_7lI lIIIiIIi'IlII'IIlIL=---_I�_�iIIII l�liII rl'2fiIlIIIiI_-_71�I 1 yl'IIiITIIIIt iIIIL=--�I N�IIIIlII rlI 2fi'IIIII _-,lI l yIiIITlIILflIII--_-I\IIIIl+III l T__-_l,I ___ �II'�� -rI 3IIIII IIIII� _-_-_�I' IAHh1EYE WR EAOSTATF ASHING TONl 09/24/2025 r- I it � R V _ 3-11' ll- ��l (II 41- �ILI ---' II J Ir III III III I I_ I I I I I I I L- I I I 1I II' 4r- �� } -' I i_ I _I 0 . ' . � II . I . III ' III • III I�-- �-- �-- I -- '�---" I II II J I I i I I `---I I I IIII I Id---O I °I 1a---" d' 4-- I� III ' D/ Elo' c� 'I --- r ENLARGED --li ❑ ~- ----- ------ REMOVE EQUIPMENT AND ' Y FIXTURES SHOWN DASHED, � PLANS AND VERIFY WITH WALMART FINAL DETAILS 1 3" -0'0 12'-0" REMOVE CONCRETE SLAB WHERE MERCHANDISE PLAN,TYP SHOWN HATCHED FOR ���������VERIFY LOCATIONS, O REPLACEMENT RTVP 4 Dl FlELDNT OF O ENLARGED DEMOLITION CHECKOUT PLAN SHEET 3/16"=V-0" A5.4 KEYNOTES 6.27 48"HIGH WAINSCOT WITH OUTSIDE CORNER TRIM 9'90 FLOOR STRIPES.REF Nl FOR STRIPING CONDITIONS 10.11 MIRROR 10.26 COAT HOOK(INSTALL PLYWOOD BACKING) ARCHITECT OF RECORD: BAR ARCHITECTURE,INC 8131 METCALF SUITE 300 O n F2ww n a.. W O iO��pwnz3 '2La 3t Dgrcaw�OWw o O 3V jM- z€U€€� H z �rc d �o3W3.m or �nzg f~i1 ��78ot&oa- wad F 8.3 8.4 a z z 0 U 184 MOTHERS ROOM WALLS U PAINT ALL WALLS P204 WITH PS7 WAINSCOT AND DB5 BASE LINO o 0 FLOOR 0 0 MN lo o EXISTING EXPOSED CONCRETE FLOOR TO REMAIN o CEILING O 0 Q 5/8"GYP BD AT 9'-0"AFF P131,REF 3-A6,REF 9-A6.1 Q LIGHTING ETR, PERSONNEL C REF ELECTRICAL o O _ REFER TO SHEET A5.1 FIXTURE 30"48"CLEAR AND Z F HEIGHTS AND CLEARANCES FOR LEVEL FLOOR SPACE � a 0 o FIXTURE MOUNTING HEIGHTS LL 9 M TABLE OWNER r Q o iO LIGHTING REF 10.26 O N ELECTRICAL TYP 4'-3" PROVIDED LLI Z Z 3 5/8"x 16 GA METAL ;N I DIFFUSER AND F w STUD FOR LATERAL i _ RETURN,REF MEP O BRACING CENTERED •c c v -r- - AT EACH 1/3 OR JOIST `_ t 1M - (10� Z SPAN,REF 10-A6.1 / o o A 5'-0"DIAMETER TVP Inz TURNAROUND - - - - - � TYP O' 1/2' 9 TRAINING / JOIST SPACING 16"OC TYPICAL,PROVIDE 1., A6.1 111 72 \ MOTHER'S / ISSUE BLOCK CLEAR SPACING FOR ACTT 184A \ ROOM RECESSED LIGHTS,REF l84 i 157 150. .161 HALLWAYS MEP FOR LOCATIONS 9.0 � C A3 INFILL 153 UPS,173 PERSONNEL 175 ASSISTANT MANAGER'S OFFICE LIGHT FIXTURE, NICHAIR, TYP - WALLS WALLS l REF I,—I KICA •PAINT P131 TO CEILING PAINT WAINSCOT TO AFF,AND P131 FROM 4'-0"CEILING AFF TO CEILING OR BOTTOMM O OF STRUCTURE 12 A6 FLOOR •ETR FLOOR •ETR CEILING CEILING •REF SHEET SAl FOR CEILING SCHEDULE REF SHEET SA1 FOR CEILING SCHEDULE REPAIR/REMOVE/REPLACE REAR OFFICE REFLECTED CEILING PLAN ENLARGED MOTHERS ROOM 172 TRAINING REPLACE DAMAGED OUTLETS AND OUTLET COVER ` J / 1/4"=1'-0" ` L 1112"=V-0" PLATES WALLS •REF 1-A6 FOR ACCENT WALL LOCATION AND FINISH •GYP BD:PATCH AND REPAIR,PAINT P131,LINO •WAINSCOT:REPLACE IF DAMAGED,INSTALL PS1348"HIGH WAINSCOT WITH OUTSIDE CORNER TRIM AND DB5 BASE,UNO CHECKED BY:JCM KO FLOOR DRAWN BY: TMG •ICC OR EC:ETR,CLEAN OR POLISH 6 6.2 6.6 6.9 7 7.4 7.5 7.6 8 8.3 8.4 8.6 8.8 PROTO CYCLE: 05/30/25 CEILING •REF SHEET SA1 FOR CEILING SCHEDULE MILLWORK&EQUIPMENT DOCUMENT DATE: 09/03/25 •REF 3-A6 FOR REFLECTED CEILING PLAN OWNER FURNISHED, REPAIR/REMOVE I REPLACE GC INSTALLED •REPLACE DAMAGED OUTLETS,NON-ALMOND TO MATCH EXISTING COLOR,REPLACE ALMOND WITH WHITE 1/2" •REPLACE CUSTOMER VISIBLE ALMOND OUTLETS WITH WHITE o 0 0 0 0 •REPLACE DAMAGED AND CUSTOMER VISIBLE COVER PLATES WITH BRUSHED STAINLESS STEEL,INCLUDING BLANK PLATES •CLEAN OR REPLACE DAMAGED DIFFUSERS AND RETURNS AS (^� REQ'D ❑ ❑ rE ❑ ❑ ❑ EJi ❑ ❑ El HALLWAY ASSISTANT 163ALCOVE 161 MANAGERS 0 0 0 HEADER AT OFFICE WALLS GYP BD:PATCH AND REPAIR A3 INFILL 5' 3'-0" 9'_0"AFF, 175 •PAINT ALL WALLS P209 GC FURNISHED __ REF 1-A6.1 2 1" •INSTALL PS7 WAINSCOT AND DB5 BASE RACKING,REF AND INSTALLED ---- •DEMISING WALL ON SALES FLOOR:REF 3-A3 FXS SHEETS HALLWAY PIPE SUPPORT 2'-3" 157 COUNTER PERSONNEL GC FURNISHED AND O INSTALLED PIPE 2 FLOOR q •REF FLOOR FINISH PLAN p 0 I 2 COUNTERED ;D A9 J.6 CEILING 0 9.90 p I I A9 '7 > FREESTANDING _________________________________O----_ I u TABLES,OWNER •REF SHEET SAi FOR CEILING SCHEDULE FURNISHED,TYP REPAIR I REMOVE I REPLACE O O i I 3'-0,. 173A OF(4) 2 13088 REGISTERED•REPLACE DAMAGED OUTLETS AND OUTLET COVER PLATES I -, - A9 ARCHITECT I LEJ -- - ---- TRAINING I � 172 158 JANITOR I I I UPS WALLS I I �1ARIAH MEYER I I I A6 STATE OF WASHINGTON •GYP BD:PATCH AND REPAIR.REF FINISH PLAN HALLWAY JANITOR I UPS •FRP/NRP: 150 158 •AREAS HEENOT VISIBLE AREDAM CUSTOMER:ONLY REPLACE ,!" T -' ® I I COVE I I P218 UPS r 09/24/2025 TAN SHEETS THAT ARE DAMAGED OR UNCLEANABLE I ® I L WITH WHITE(FRP1),WHEN AN INDIVIDUAL SHEET(S)IS iy I I) I I _________J� PS13 6.27 153 J.2 REQUIRED TO BE REPLACED,REPLACE THE ENTIRE CLAIMS I I DB5 LENGTH OF THE WALL •AREAS VISIBLE TO CUSTOMER:REPLACE SHEETS TT I Y1 THATARE DAMAGED OR TAN WITH WHITE(FRP1), EXCLUDE AREAS VISIBLE THROUGH TRAFFIC DOOR WINDOWS r •WAINSCOT:REPLACE IF DAMAGED,REF FINISH PLAN 21'11" REPAIR/REMOVE/REPLACE II Afl1 r •REPLACE MOP SINK IF BROKEN OR CRACKED Jiro REAR OFFICE I El [I C J PLAN I RELOCATED FIRE GC FURNISHED ----------------------------- EXTINGUISHER AND INSTALLED CHAIRS AND l J PIPE SUPPORT EQUIPMENT PROVIDED ______________________________ COUNTER BY WALMART,NIC 2 BR7 REAR OFFICE FLOOR PLAN o SHEET: A6 PARTITION TYPES GENERAL NOTES REFERENCE SIDE OPPOSITE SIDE 1. STUDS CONTINUE TO DECK LINO,REF CAPTURE TRACK DETAILS FOR DEFLECTION REQUIREMENTS 2. USE 1/2"GYP BD ON NON-RATED PARTITIONS,UNO 3. USE 5/8'TYPE X GYP BD ON FIRE RATED PARTITIONS 4. CONTINUE FINISH MATERIAL TO A MIN OF 4"ABOVE TOP OF SUSPENDED CEILING SYSTEMS,UNO ARCHITECT OF RECORD: }' 5. WHERE NO CEILING IS INDICATED,AND AT RATED WALLS, RRR ARCHITECTURE,INC GYP BD,USE 5/8" CONTINUE FINISH TO DECK LINO,MAINTAIN CLEARANCE F AVENUE WATER RESISTANT -< BELOW STRUCTURE PER CAPTURE TRACK DETAILS OVER .- eexe+ GVP BD AT WET 6. STUD PARTITIONS REQUIRING A FIRE RATING OF ONE AREAS L HOUR SHALL COMPLY WITH UL#U419,UL#U465 OR UL#U442 - - METALSTUDS MASONRY PARTITIONS REQUIRING TWO HOUR FIRE F"x.ezz-zsx-so+a RATING SHALL COMPLY WITH UL#U905 }; 7. MAX HEIGHT OF NON LOAD BEARING WALL ABOVE HEADER TO BE 14'-9" } 8. REF SPECS FOR LATERAL BRACING OF STUD PARTITIONS 9. PROVIDE ALTERNATING DIAGONAL METAL STUD BRACING ABOVE THE CEILING FOR INTERIOR WALL STUDS THAT DO U NOT GO TO DECK,REF 5-A6.1 10.WHERE NO CEILING IS SCHEDULED,STOP 1/2"PLYWOOD SUBSTRATE AT 10'-0"AFF W W rcwo.' 11.PROVIDE FIRE BLOCKING AT FLOOR AND ROOF LEVELS, CONCEALED SPACES BETWEEN STAIRWAY STRINGERS, PENETRATIONS IN FLOOR/CEILING ASSEMBLIES AND GYP BD,USE O �F 3t°gpaw rcw MOISTURE 'j OTHER LOCATIONS AS REQ'D BY CODE 12.ROOMS THAT HAVE 5/8"IMPACT RESISTANT GYP BD TO 48" RESISTANT GYP AT }� ZH AFF SHALL HAVE 5/8"GYP BD ABOVE 48"AFF 3 LLa$3 rc WET AREAS 13.WHEN MODIFYING OR BLDG ANY FIRE RATED PARTITIONS, �'°"3 d�a F3a,00�a METALSTUDS }' ENSUREALL PENETRATIONS AND JOINTS ARE SEALED IN g 3a=g=°Hpo� oaH ;-G ACCORDANCE WITH THE SPECS 1/2"PLYWOOD 14.PROPERLY SEAL ALL EXISTING PENETRATIONS IN a w 5 EXISTING FIREWALLS TO ACHIEVE I HOUR RATING pm 15.WALLS WITH AN UNSUPPORTED LENGTH GREATER THAN THE LIMITS LISTED IN THE SPECS ARE TO BE BRACED -G ABOVE THE CEILING } 16.FOR PARTITION WALL FRAMING DAMAGE,REF 8-A6.1 17.BATT INSULATION AT EXTERIOR WALLS AND WHERE n NOTED ON PLANS PARTITION LEGEND a 1/2 DETAIL: POLVISOCYANURATE 0 O 1/2"FURRING X-XX CHANNEL NUMBER INDICATES STUD 1/2"GYP BOARD PLAN: HEIGHT,NO NUMBER LETTER INDICATES INDICATES STUD HEIGHT 1 HR RATED 8" PARTITION TYPE TO BOTTOM OF ROOF TOP TRACK,LAP AT CORNER,FASTENL REF PLANS AND CMU TO MATCH DECK TYR 0 0 N WITH(4)#10 TEK SCREWS SHEET A6 A DO EXISTING UL#U905 '�NUMBER INDICATES 0 � W CONT 2"X2"X 22GA ANGLE(1)#10 AT REFERENCESIDE STUD SIZE AS FOLLOWS: Q METAL STUD EACH LEG,EACH STUD O 0 Q REF PLAN OPPOSITE SIDE pp FOR PARTITION 3 5/8"x 16 GA METAL STUD FOR LATERAL 1-1 5/8"METAL 6-6"METAL Z p TYPE BRACING,CENTERED AT EACH1I30F 2-212"METAL F8-8"CMU O- H JOIST SPAN,ANCHOR BRACE TO F 3-3 5/8"METAL F12-12"CMU Z F- a 0. ATTACH JOIST TO VERTICAL STUDS WITH(2)#10 TEK METAL STUD Z in WALL WITH(2)#10 SCREWS AND TO BLOCKING AT 3"OC REF PLAN O- TEK SCREWS AT FOR PARTITION 'REF SPECS FOR STUD GA AND SPACING L N EACH STUD 6"STUD JOIST,TYR TYPE 600S162-43 AT 24"OC UNO .r l\Ju�� (n O N 1 HOUR RATED GYPSUM BOARD, v LLl Z m BLOCKING STUD ENDS AND 8'-0 6"x 1 518"x 18 GA"OC 2 HOUR RATED MASONRY,UNO Z Z w rn ALSO PROVIDE AT CEILING CEILING JOIST UNO };" F CASSETTE,TRANSFER GRILLE AND GYP BD,USE 1/2" LIGHT FIXTURE,REF MEP ATTACH CEILING WATER RESISTANT }' 0 NON-RATED GYPSUM BOARD WALL ���J�////p H 6"STUD:600Si62-43 r JOISTWI EACH GYP BD AT WET AREAS `�� �1U\ w'z STUD WITH �`JJ LL CEILING PER 3"x 3"x 3"x 18 GA CLIP WITH `\ (4)#10 TEK METAL STUDS THICKNESS ACOUSTICAL INSULATION FULL A F%-SCHEDULE (3)#10 TEK SCREWS TO JOIST SCREWS AND BLOCKING,EACH END - - - CHAIN LINK FENCE p m CEILING PER CEILING MATERIAL,REF PLANS- - (2)#10 TEK SCREWS SCHEDULE COOLERIFREEZER WALL Z CEILING JOIST AT EACH STUD,TYP } .---..__-... 48"HIGH PLASTIC LAMINATE OR m FACE OF WALL O -?-"� � UNOTECTIVE SURFACE WAINSCOT ATTACHMENT DETAIL STUD CEILING DETAIL CEILING JOIST ATTACHMENT Q EXISTING 1 HOUR RATED GYPSUM ISSUE BLOCK 11 „2= -0. 1 0 3/4"=1'-0" v 1 12"=T-O" BOARD TO REMAIN 0 EXISTING PARTITION OR WALL TO CUT GYPSUM BOARD REMAIN TO FIT WITHIN 3/8" -� OF BOTTOM OF �,,, MASONRY WALL GYP BD,USE 1/2" ROOF DECK WATER RESISTANT i >- �_________ EXISTING WALL TO BE DEMOLISHED GYP BD AT WET AREAS TOP TRACK 1/2"PLYWOOD } "{ EXISTING CHAIN LINK FENCE METALSTUDS METALSTUDS 0 EXISTING HIGH PLYWOOD JOIST BEYOND FOR FURRING } WAINSCOTT WITH 2x8 WOOD BASE ATTACHMENT EXISTING SECTION MAXIMUM -REF-- CHAIR RAIL FURNISHED BY METAL STUDS / BOTTOM TRACK FACE OF WALL -< 0 WALMART,INSTALLED BY GC \ INSTALL 4'-0" II�II��lll 6"DEFLECTION TRACK 16 GA DUST WALL �� SECURED TO BOTTOM CHORD H J SUPPORT AT OF JOIST WITH(2)0.145 DIA PAF --- DUST CURTAIN DAMAGED STUDS I i� DIAGONAL 3 5/8" I BRACE TO ATTACH BRACE TO ii MTLSTUD I ADJACENT \ EXISTING STUD WITH GRID STEEL COLUMN i� - BRACING WALL AT / ii AT 32"OCAS --- - CORNER / (2)TEK SCREWS REQ'D TO CHECKED BY:JCM KO / SPACED 1'-0"OC BOARD GYPSUM - STABILIZE Q / BOARD GYPSUM BOARD PARTITION 5/8"GYP BD,USE 5/8" DRAWN BY: TMG _ SPACER WATER RESISTANT GYP BD AT WET ur 20 GA AREAS UNO PROTO CYCLE: 05/30/25 21/2"METAL 20 GA TOP TRACK DOCUMENT DATE: 09/03/25 STUDS GYPSUM BOARD METAL STUDS > GYPSUM BOARD COVER CLIP ANGLE q UNDAMAGED REF PARTITION TYPES - a EXISTING FLOOR REF PARTITION SLIP JOINT WALL FINISH REPLACE PORTION OF TRACK TO REMAIN TYPE REF METALSTUDS METALSTUDS PARTITION TYPES DAMAGED TRACK NON-RATE CONDITION AS SCHEDULED i PARTITION ATTACHMENT OREPLACEMENT FRAMING DETAIL COLUMN FURRING AT PERPENDICULAR JOIST PARTITION BRACING 8 1/2^=V-0^ 1 12"=1'-0" V 1 12"=1'-0" J 1 12"=1'-0" INTERIOR NON-LOAD BEARING PARTITION HEADER SCHEDULE j HEADER HEADER HEADER JAMB I ldldkddldhddldhdk LENGTH MEMBERS TRACKS STUDS (1)#10 TEKDETAIL I + + I UP T04'-0" 2 C35/8x11/4"x20 GA 2 C35/8x20 GA 2 C35/8x11/4"x20 GA SCREW EACH �TH UP TO 10'-0" 2 C6x1 5/8'S,l8 GA 2 C6x18GA 2C6z, 8"z18GASIDE.SPACE AT I + + CRIPPLE STUD OVER 10'-0"AND UP TO 14'-0" 2 C8x1 5/8'Sc18 GA 2 C6x18GA 2 C6z,58"z,8GA 24"OC1iCLEARANCE 1/4"-3l8" OVER 14'-0"AND UP TO 18'-0" 2 CBx1 5/8'k16 GA 2 C6x16 GA 2 C6z1 5/8"zi6 GA IOVER18'-0"ANDUPTO 20'-0" 2C10x1 5l8'Xi6 GA 2 C6x16 GA 2 C6z,5/8"xi6GAE #10TEKSCREW ----------OVER 20'-0"AND UP TO 24'-0" (2)C12x1 5/8"x16GA (2)C6x16 GA (2)C6z,11 xi6 GA EACH SIDE L JAM16 GA DEEP CTION TRp • /8REGISTERED GYPS M B 7/2• VERTICAL GYPSUM BOARD DEFLECTI TION DE ¢ ARCHITECT GYPSUM BOARD CONTROL JONTREF NOTES: REF PARTITION DESPECSy /1.MAX WALL HEIGHT ABOVE HEADER ASSEMBLY IS 14'-9". C6"x 1 5/8"x 18 GA 2.SPLICING OF HEADER AND JAMB MEMBERS IS NOT PERMITTED. SIDE OF JAMB,FASDEFLECTION 3.MAX SPAN FOR OPENINGS TO RECEIVE INFILL BELOW THE HEADER IS 19'-0". TRACK W ITH(2)#10TRACK 4.JAMBS NOT TO DECK ARE TO BE BRACED IN ACCORDANCE W ITH THE PARTITION BRACING SCREWS EACH SID �1ARIAH MEYERDETAILS.3 5/8"JAMBS BEYOND 13'4'ARE TO BE BRACED ABOVE THE OPENING AND SUCH NOT ATTACH TO JA + STATE OF WASHINGTON THAT THE MAXIMUM UNBRACED LENGTH IS NOT EXCEEDED DETAIL-C SECTION + ' - OF WALL ABOVE THE OPENING. VERTICAL LOAD OTHER THAN THAT OF THE PORTION g 5.FRAMING MEMBERS ARE NOT SIZED FOR 5/8"GAP 1 518"DRYWALL 09/24/2025 SCREWS AT 24"OC GYPSUM DOUBLE MTL STUD AT CUT GYP BOARD TO METAL STUD REF ,^ ,• SEAL AIRSPACE WITH 5/8"TYPEX BOARD JAMBS REF SCHED PLANS AND SECTIONS FIT WITHIN 3/8"OF EXPANDING FOAM GYPSUM BOARD ZINC #10 TEK SCREWS BOTTOM OF ROOF CONTROL EACH VERTICAL STUD B HEADER EWAT JOINT STRIP AT 16"OC VERT DECK INSTALL CONTROL 16 GA TRACK WITH(3)#10 _ JOINT ON BOTH 20 GA BOTTOM TRACK TEK SCREWS EACH SIDE METAL STUD SIDES OF THE WALL TOP TRACK REF SCHEDULE TO HEADER AND(6)#10 HEADER REF SCHED LOCATE AT LATCH TEK SCREWS TO JAMB ATTACH TO SLAB 20 GA CONT + - METAL ROOF DECK SIDE ONLY ON METAL STUD WITH 2 16 GA TRACK W ITH(3)#10 TEK GYPSUM BOARD �/2• SINGLE DOORS JAMBS STUD HEADERS REF SCHEDULE ()0.145 DIA STUD TRACK SCREWS EACH SIDE TO PARTITION VERTICAL GYPSUM BOARD PAPS AT BASE HEADER AND _ ATTACH 16 GA 6" CONTROL JOINT,REF OF JAMB SCREWS TO JAMB TYPES TEK TYPES AND DEEP LEG TRACK WITH SPECS FINISH AS INDICATED - - _ - _ METAL STUD JAMB REF SCHED ATTACH #10x1"SCF"', REWS FOR(2) ....."- - BOTTOM TRACK a _ WALL GYPSUM " ROWS AT 24"OC TO REF SCHEDULE HEADER a^- "' = 16 GA TRACK TO TOP OF HEADER BOARD AT METAL ROOF DECK FASTEN HEADER ASSEMBLY "VARIES ASSEMBLY ' DETAILS TOPONLY in WITH 1 #10TEK SCREW AT REFSCHED 1 IO1 #10 TEK SCREW 2 0.145 DIA2"x 20 GA _ EACH FLANGE AND 12"OC E R I I PARTITION (2)#10 TEK EACH FLANGE OF PAPS AT 24"OC I I CONT METAL STRAP "' - , J-MOLD EDGE FLOOR TRACK FOR THE LENGTH OF THE SCREWS AT ,, EACH STUD DETAIL -_ -WALL FINISH A HEADER 24"OC VERT � p i REF PARTITION TYPES 1 I SECTION-A SECTION-B DETAIL-D GYPSUM BOARD I I NON-RATED CAPTURE TRACK CONTROL JOINT CONTROL JOINT AT DOOR JAMB HEADER CONNECTION DETAIL SHEET, 4 3 1 12"=V-0" 2 12—V-0" 1 „2"=V-0" DOOR AND FRAME SCHEDULE DOOR SCHEDULE NOTES DOOR MATERIAL KEY FINISH KEY DETAIL REFERENCES ARE TO SHEET AS UNO,REF SPECS FOR DOOR HARDWARE 1. BUTTS OR HINGES MARK DESCRIPTIM REF SPECS FOR EXACT COLORS REQUIRED DOOR FRAME DETAIL 2. ALARM OR EXIT DEVICE AS SPECIFIED ACRYL ACRYLIC MARK FINISH COLOR DESC. NEW/ NOMINALSIZE NEW/ 3. LATCH OR LOCK SET AS SPECIFIED AL ALUMINUM LINK ACT1-A ACOUSTICAL CEILING TILE WHITE 24"z48"z5/8" MARK ROOM NAME ETR TYPE MATERIAL QTV WIDTH HEIGHT GLASS ETR TYPE MATERIAL HEAD JAMB THRESHOLD FIRE RATING MIN NOTES MARK 4. PUSH AN PULL (MIN) ACT1-B ACOUSTICAL CEILING TILE WHITE 24"x24"z5/8" 5. INSTALL AUTOMATIC CLOSER ALUM ALUMINUM 119A AP OFFICE NEW F HDPE 1 3'-0" 7'-0" -- NEW 1 HM-STL 7 9 -- -- 27,28 „9A ACT2-A ACOUSTICAL CEILING TILE WHITE 24"x48"x5/8"VINYL FACED 6. REMOVE DOOR CLOSER,PATCH AS NEEDED CL CHAIN LINK ARCHITECT E RECORD: 126B SEASONAL SHOP NEW F HM-STL 1 3'-0" 7'-0" -- NEW 2 HM-STL 8 10 3 -- 2,9,27 126B NON-PERFORATED 7. ARMOR PLATE,OR EL KICK PLATE HDPE RECYCLED HDPE PLASTIC RR ARCHITECTURE,INC 151E BREAKROOM NEW F HDPE 1 3'-0" 7'-0" -- NEW 1 HM-STL 7 9 -- -- 2,10,27,28, 151E g, STOP,HOLDER,OR ELECTROMAGNETIC DOOR HOLDER ( ) ACT2-6 ACOUSTICAL CEILING TILE WHITE 24"x24"x5/8"VINYL FACED FAvervuE 45 9. THRESHOLD HM-STL HOLLOWMETAL-STEEL NON-PERFORATED oveBwxo rn sszoa 173A PERSONNEL NEW N HDPE 1 T-0" 7'-0" TEMPERED NEW 1 HM-STL 7 9 27,28 173A 10.INSTALL CONT GEARED HINGE OM ORNAMENTAL METAL ACTS ACOUSTICAL CEILING TILE WHITE 24"11" 184A MOTHER'S ROOM NEW F HDPE 1 T-0" T-W - NEW 1 HM-STL 7 9 - - 27,28 184E 11.DOORCOORDINATOR PLAST PLASTIC ACT4 ACOUSTICAL CEILING TILE WHITE 24"z48" 300E PHARMACY NEW P HDPE 1 T-0" T-0" - NEW 1 HM-STL 6 11 - - 27,28 300E �2 ELECTROMAGNETIC LOCK STL STEEL ACTS ACOUSTICAL CEILING GRID WHITE FAx.ezz-zsz-soaa 300E PHARMACY NEW U ALUM 1 2'-0" 2'-6" - NEW - ALUM 5-PH1 5-PH1 5-PH1 - 27 300E 13.LOCK GUARD B6 PLASTIC BASE BLACK 6"x'1/4" 14.ONE-WAY 5"XEWER STL-P STEEL PIPE 300H PHARMACY NEW Ui ALUM 1 20'-11 1/2" 10'-6" - NEW - ALUM 1-PH2 1-PH2 - - - 300H 15.INSTALL 5"X20"WINDOW IN DOOR B9 PLASTIC BASE BLACK 4"xi/4" 301A PHARMACY TOILET NEW F HDPE 1 T-0" T-0" NEW 1 HM-STL 6 11 27,28 301A 16.INSTALL FLEXIBLE STRIP CURTAIN STL-BP STEEL BENT PLATE B10 PLASTIC BASE OUTSIDE CORNER BLACK 303B HEALTH SERVICES NEW N1 HDPE 1 T-0" T-0" TEMPERED NEW 1 HM-STL 6 11 27,28,46 303B 17.INSTALL SECTIONAL DOOR TRACK RETURN AT MAXIMUM HEIGHT TEMP TEMPERED C1 CUSHION BACK TILE CARPET 303C HEALTH SERVICES NEW N1 HDPE 1 3'-0" T-0" TEMPERED NEW 1 HM-STL 6 11 - - 27,28,47 303C AND AS TO ROOF STRUCTURE AS ALLOWABLE BY GENERAL DOOR NOTES C3 CUSHION BACK TILE CARPET WALNUT 501E OUTSIDE LIVE GOODS NEW F HM-STL 1 3'-0" 7'-0" - NEW 1 HM-STL 7-SP2 5-SP2 - - 2,27 501A MANUFACTURER18.FULLY GASKETED FOR NEUTRALIZATION CC CONCRETE CURB 700A OPTICAL SALES NEW X AL PR 24'-0" 9'-0" - NEW - - 4 5 - - 55 700A 19.PROVIDE 1"CLEARANCE BETWEEN EDGE OF STRIKE SIDE OF DOOR 1. ALL DOORS SCHEDULED AS ARE TO RECEIVE CO CONCRETE OVERLAY 700B OPTICAL SALES NEW F HDPE 1 T-0" T-0" -- NEW 1 HM-STL 7 9 - - 2,27,28 700B AND ADJACENT CASEWORK COMPLETE HARDWARE SETS AS LISTED IN SPECS CT2 ENTRY TILE RED 12"x 24"x 3/8" W 901A SERVICE DELI NEW E PLASTIC 1 3'-0" T-0" ACRYLIC ETR - STL-BP - --- - 22,55 901A 20.COORDINATE INSTALLATION OF SIGNAGE WITH DOOR 2. REFERENCE ELEVATIONS ON A2 FOR EXTERIOR DOOR CT43 PORCELAIN WALL TILE BEIGE 12"x 12"x 3/8" W w a o g MANUFACTURER: LETTERS IN CONTRASTING COLORS TO COLORSzF'�urcuz„ 901 B SERVICE DELI NEW E PLASTIC 1 3'-0" 9'-0" ACRYLIC ETR -- STL-BP -- --- -- -- 22,55 901 B CT44 PORCELAIN FLOOR TILE GRAY 12"x 12"x 3/8' BACKGROUND, IS OCCUPIED" READ"THIS DOOR TO REMAIN UNLOCKED 3. SCHEDULED WIDTH AND HEIGHT INDICATE FINISHED w a 3 t 906E BAKERY NEW E PLASTIC 1 4'-0" 7'-0" i;�4 ETR -- STL-BP -- -- -- -- 22,55 906E CT53 FLOOR TILE DARK GRAY 12 x 24 WHEN BUILDING IS OCCUPIED" OPENING SIZE AT ALL OVERHEAD AND COILING DOOR 909E PRODUCE PREP NEW E PLASTIC PR 3'-0" 7'-0" ETR -- STL-BP -- -- -- -- 22,55 909E 21.REMOVE EXISTING DOOR AND HARDWARE LOCATIONS CT53A TILE BASE DARK GRAY 6x12LL � '<oso€ €6 919A ALCOVE NEW F HM-STL A T-0" T-0' ETR 4 HM-STL ETR ETR 3 -- 2,9,27 919A EXISTING FRAME TO REMAIN 4. SCHEDULED WIDTH AND HEIGHT INDICATE ROUGH CT53B COVE BASE DARK GRAY 6x6 z 3LLa op%c v°w�'o€� 946A PICKUP STORAGE NEW E PLASTIC PR 4'A" 9'-0" NEW -- STL-BP 12 13 -- -- 22,24,27 946A INSTALL HINGE FILLER PLATE AND STRIKE FILLER PLATE IN OPENING SIZE AT ALL AUTOMATIC SLIDING DOOR CT54 WALL TILE WHITE 4 x 12 LINEAR `; 3 �'O3<w,zio°a 946E PICKUP STORAGE NEW F HM-STL 1 3'-0" 7'-0" NEW 2 HM-STL 8 11 3 -- 2,9,27 946F HOLLOW METAL FRAME LOCATIONS DB5 DURO BASE BLACK 5" g 3a:8So�<°r��`w 22.FLEXIBLE TRAFFIC DOOR COLOR TO BE BLACK 5. INSTALL DRIP CAP AT ALL EXTERIOR DOORS O �M. $ DB6 DURO BASE BLACK 6" a �" - - N • PAINT DOOR FRAME P36 6. REPLACE ALL EXTERIOR HM DOOR w DB10 DURO BASE BLACK 10" 'ate& wp W€ • DO NOT PAINT STAINLESS STEEL FRAMES WEATHERSTRIPPING AND CLEAN THRESHOLDS rn �`i�8o� $�a`-=' 23.INSTALL HINGE FILLER PLATE PRIOR TO INSTALLATION OF CONT 7. REFERENCE PLAN FOR ALL DOOR SLIDE DIRECTION DP1 ALUMINUM DIAMOND(TREAD)PLATE -- OWNER FURNISHED HINGE AND HINGING ETR EXISTING TO REMAIN 24.PROVIDE VENDOR WITH FIELD VERIFIED DIMENSION OF CLEAR FRP1 FIBERGLASS REINFORCED PLASTIC WHITE FRP WALL PANEL WIDTH AFTER REFRIGERATED CASES HAVE BEEN INSTALLED,DOOR GENERAL FINISH NOTES FRP2 IFIBERGLASS REINFORCED PLASTIC BEIGE FRP WALL PANEL COLOR TO BE BLACK 2 SHELF ON DOOR TO E STRIPPED CLEANED,AND REFINISHED FRP5 FIBERGLASS REINFORCED PLASTIC ALMOND FRP WALL PANEL B , 26..SIGNAGE:PROVIDE 1"HIGH LETTERS IN CONTRASTING COLORS TO 1. PAINT ALL METAL DOOR FRAMES VISIBLE TO FT1 FAUX SUBWAY TILE WHITE BACKGROUND,TEXT TO READ"IN EMERGENCY PUSH TO OPEN" CUSTOMER WITH EPDXY PAINT,EXCEPT DOORS IN G1 GROUT DARK GRAY 27.DOOR AND DOOR FRAME SHALL BE OWNER FURNISHED,GC CMU WALLS G2 GROUT DARK GRAY INSTALLED,REF SPECS PREP SURFACE TO BE PAINTED PER SPECS G3 GROUT LIGHT TAN 28.DOOR TO BE FACTORY FINISH,DO NOT PAINT 2. PAINT ALL HM DOORS P162 UNO F 29.CARD READER FOR ACCESS CONTROL 3. PAINT ALL HM FRAMES LOCATED IN PAINTED WALLS G4 GROUT GRAY a 30.NOT USED P162 UNO G7 GROUT BROWN F 31.NOT USED 4. AT ROOMS SCHEDULED TO RECEIVE PAINT:OMIT G15 GROUT BLACK 32.PAINT DOOR AND FRAME TO MATCH ADJACENT WALL COLOR PAINT AT WALLS CONCEALED BY HALF-GONDOLAS, Gib GROUT GRAY z 33.SIGNAGE:PROVIDE 1"HIGH LETTERS IN CONTRASTING COLORS TO WALL STANDARDS OR WAREHOUSE RACKING WITH HRC7 HEAT RESISTANT COATING TO MATCH COPPER BROWN BY O BACKGROUND,TEXT TO READ"WHEN LIGHT IS FLASHING,ALARM PEG-BOARD BACKING TO MATCH O WILL SOUND". AT WALL STANDARDS,GONDOLAS AND RIDGE 34.NOT USED WAREHOUSE RACKING WITHOUT PEG-BOARD HRC4 HEAT RESISTANT COATING MATCH DARK GRAY 35.DOOR TO BE FACTORY FINISHED BLACK COLOR,DO NOT PAINT BACKING,PAINT WALL TO BASE ICC INTEGRAL COLORED CONCRETE BROWN O 3 MIN CLEAR WORTH OF PASSAGEWAY AFTER INSTALLATION 5. AT EXPOSED PAINTED STRUCTURE OR DECK,PAINT LVT2P PLANK FLOORING DARK WOODGRAIN o NDUIT, UC DUCTWORK AND FIRE SPRINKLER PIPING TO 37..NOT USED CO NRPi NON-FIBERGLASS REINFORCED WHITE NRP WALL PANEL 38.PREFINISHED DOOR AND HARDWARE FURNISHED AND INSTALLED MATCH ADJACENT STRUCTURE OR DECK PLASTIC BY VENDOR FIRE SPRINKLER HEADS TO REMAIN UNPAINTED 0 0 N R PROTECTIVE WALL SURFACING WAINSCOT, NRP2 NON-FIBERGLASS REINFORCED ALMOND NRP WALL PANEL 39.DOOR AND HARDWARE FURNISHED,INSTALLED,AND PAINTED BY 6. FO PLASTIC 0 C-::) W GC INSTALL OUTSIDE CORNER TRIM,REFERENCE SPECS rn 40.AUTOMATIC OPENER INSTALLED BY VENDOR 7. WHERE PROTECTIVE SURFACING WAINSCOT IS TO BE P3 PAINT "LOYAL BLUE"#6510 0 0 Q Q 41.CARD READER AND STAND ALONE ALARM INSTALLED BY VENDOR INSTALLED,REMOVE EXISTING LAMINATE AND/OR PS PAINT "SAFETY YELLOW"OSHA �j o 42.INSTALL STOREROOM LOCK FINISHES TO BASE SUBSTRATE PRIOR TO STANDARD > C 43.DOOR BY IPB MANUFACTURER INSTALLATION OF NEW P5E PAINT SAFETY YELLOW o O 44.IPB AND DOOR MANUFACTURERS TO COORDINATE INSTALLATION INSTALLATION OF PROTECTIVE SURFACING OVER P8 PAINT "PURE WHITE"#7005 'F O OF DOORS EXISTING IS NOT ACCEPTABLE P14 PAINT "GOLDENROD"#6677 L a 45.NOMINAL SIZE FOR HEIGHTS AND WIDTHS ARE DETERMINED BY THE 8. TAN TRAFFIC DOOR FRAMES TO BE PAINTED BLACK O Z PACKAGE HEIGHT AND WIDTH FROM DOOR VENDOR Pi6 PAINT "SOFTWARE"#7074 LL 0'o n 46.PRE-INSTALLED FULL FROST BY OWNER,3M FILM FASARA MILKY P21E PAINT SAFETY RED /rI'►Q MILKY SANSTA LED FROST P33E PAINT CREAM V LLI Z m 47.PRE-INSTALLED FROST BY OWNER,3M FILM FASARA MILKY MILKY P36 PAINT "DOMINO"#6989 v SAN MARINO(SH2MAMM).12"CLEAR BAND AT TOP AND BOTTOM. P36E PAINT BLACK z F U 48.DOOR FRAMES AND DOORS ARE PRE-FINISHED.FRAMES ARE PRE- P40 PAINT "GARDENIA"#6665 (n O INSTALLED IN PRE-MANUFACTURED WALL.GC TO INSTALL OWNER P49E PAINT DARK GRAY J 0 F- FURNISHED DOOR SLABS AND CONT.SEALANT AT FRAMES. n/Z(n 49.COILING SHUTTER FURNISHED BY MODULAR PANEL P93 PAINT "TAMARIND"#7538 MANUFACTURER,GC INSTALLED. P,00 PAINT "NOTABLE HUE"#6521 Q 50.GC TO PURCHASE AND COORDINATE INSTALLATION OF SECURITY P102 PAINT "BEACH HOUSE"#7518 FILM FROM NGS FOR ALL GLASS ON INTERIOR SIDE.GC TO INSTALL P107 PAINT "STRAW HARVEST'#7698 DECORATIVE FROST FILM,WHERE SPECIFIED,ON EXTERIOR SIDE OF P112 PAINT "BUTTERFIELD"#6676 51.AUTO MATIC OPENING DOOR.SCHEDULED DOOR SIZES ARE FRAME P131 PAINT "WHITE FLOUR"#7102 z OUTSIDE DIMENSIONS P734E PAINT LIGHT GRAY m0 52.AUTOMATIC CLOSING DEVICE AND HOLD OPEN MECHANISM P135E PAINT MEDIUM GRAY 53.SIGNAGE:PROVIDE 1"HIGH LETTERS IN CONTRASTING COLORS TO P140E PAINT WHITE BACKGROUND,TEXT TO READ"ALARM WILL SOUND IF DOOR IS P159 PAINT "CASA BLANCA"#7571 OPENED" P162 PAINT "PEPPERCORN"#7674 ISSUE BLOCK 54.CUSTOMER FACING PUSH-TO-EXIT DOOR LOCK RELEASE HARDWARE AND ACCESSORIES OWNER PROVIDED,GC INSTALLED, P162E PAINT BLACK GRAY REF SPECS. P163 PAINT "TURQUISH"#6939 55.DOOR SHALL BE OWNER FURNISHED,GC INSTALLED P164 PAINT "ESSENTIAL GRAY"#6002 P200E PAINT DURANODIC BRONZE P204 PAINT "FESTOON AQUA"#0019 P206 PAINT "IBISWHITE"#7000 P207 IPAINT "CONTEMPORARY GRAY"#1465 P208 PAINT "CANDID BLUE"SW#6953 P209 PAINT "PASSIVE GRAY"#7064 P218 PAINT "TRUE BLUE"#2728 P218E PAINT TRUE BLUE(EXTERIOR) PF4 LEAD-COTE METALLIC PL3 PLASTIC LAMINATE "ORGANIC COTTON"WILSONART 4945-38 DOOR DOOR AND FRAME, PL4 PLASTIC LAMINATE MAPLE REF DOOR SCHEDULE PL6 PLASTIC LAMINATE LIGHT TAN 1/4"STEEL PLATE CHANNEL PL11 PLASTIC LAMINATE NORTH SEA GRAY WELD TO CHANNEL ABOVE ----II WEATHERSTRIP PL15 PLASTIC LAMINATE BROWN AND GRIND SMOOTH DOOR,FOR TYPE MASTIC IN PLACE AT BLOCK- PL30 PLASTIC LAMINATE TAN PROVIDE COUNTER SUNK REF TO DOOR SCHEDULE 1• MASTIC IN PLACE AT 3'-3"AFF TO PL30 PLASTIC LAMINATE "STEEL MESH"WILSONART 4879 HOLES FOR 3/8"SCREWS AT CENTER OF BLOCK-EXTERIOR PL31 PLASTIC LAMINATE "GREY"WILSONART 1500-60 18"OC STEEL LINTEL,REF DOORS ONLY PL34 PLASTIC LAMINATE DESIGNER WHITE #D354 CHECKED BY:JCM KO CONT SEALANT STRUC GYPSUM BOARD AT FURRING PS7 PROTECTIVE SURFACE "GRAY PATTERN" EACH SIDE TYPICAL DISTANCE TO ��CONDITION-PROVIDE J-MOLD PS13 PROTECTIVE SURFACE WALMART TRUE BLUE DRAWN BY: TMG SEALANT BOTH SIDES CONT SEALANTt WALL AT HINGE SIDE EXTERIOR AND SET IN CONSTRUCTION PVC1 PVC PLANK FLOORING WOODGRAIN BOTH SIDESONLY,UNO ADHESIVE PROTO CYCLE: 05I30125 QT3 QUARRY TILE GRAY WxW ABRASIVE CONT SEALANT EACH SIDE QT31 QUARRY TILE RED 8"z6"ABRASIVE DOCUMENT DATE: 09I03125 1/4"STEEL PLATE CHANNEL FOR PARTITIONDOUBLE STUDS AT JAMB, RB5 RESILIENT BASE NO.179 STEEL,WITH TOE PROVIDED WITH GROUT FILL COUNTERSUNK HOLES FOR TYPE,REF PLAN REF 1-A6.1 DL RRF3 RECYCLED RUBBER FLOORING GRAY JAMB COLUMN,REF 3/8"SCREWS AT 18"OC REF PLAN FOR PARTITION TYPES SCB7 SANITARY COVE BASE RED 8"H ANTIMICROBIAL PLASTIC FOR QT STRUC FF SCB2 SANITARY COVE BASE GRAY 8"H ANTIMICROBIAL PLASTIC FOR QT CMU-REF PLAN VARIES REF WALL SECTION AND AND ELEVATIONS, DOOR ELEVATIONS FOR CMU TYPE SC64 SANITARY COVE BASE RED 8"H ANTIMICROBIAL PLASTIC REF STRUC _ SCB5 SANITARY COVE BASE GRAY 8"H ANTIMICROBIAL PLASTIC JAMB - GYP WALL MU JAMB,REF STRUC SS STAINLESS STEEL SST1 SOLID SURFACE JAMB HEAD INTERIOR HM / HDPE DOOR JAMB TQ TEXTURED CONCRETE 13 VCT9 VINYL COMPOSITION TILE WHITE 12"x12"x1/8' 1 12"=1'-0.1 ` 'L 11 12"=1'-0" ` ' ' 1 1 12"=1'-0" ` 'V 1 1 1/2"=T-0" VCT11 VINYL COMPOSITION TILE BEIGE 12"x12"x118" VCT20 VINYL COMPOSITION TILE GRAY 12"x12"x1/8" WB 2x8 WOOD BASE WB10 2x10 WOOD BASE WG PLASTIC WALL GUARD BLACK OR GRAY DOUBLE STUDS AT JAMB, MASONRY LINTEL DOOR,FOR TYPE REF 1-A6.1 REF STRUC VARIES REF TO DOOR SCHEDULE - I - EXISTING FOR PARTITION GYP BD WALL 7" TYPE REF PLANS FOR PARTITION REMOVE EXISTING GYP ON FOR HEADER DETAILS TYPE,REF PLANS FOR HEADER DETAILS TYPICAL DISTANCE REF 1-A6.1 REF 1-A6.1 REMOVE EXISTING GYP ON - CONT SEALANT ONE SIDE OF WALL TO ALLOW ONE SIDE OF WALL TO ALLOW TO WALL AT HINGE SIDE ONLY,LINO INSTALLATION OF HEADER. w CONT SEALANT IA INSTALLATION OF HEADER. Lu PATCH AND REPAIR TO MATCH a CONT SEALANT, BOTH SIDES 13088 PATCH AND REPAIR TO MATCH 4 - --- �„ ADJACENT MATERIALS AND > BOTH SIDES REGISTERED ADJACENT MATERIALS AND > CONT SEALANT, SEALANT EACH BOTH SIDES SIDE FINISH. ARCHITECT FINISH. _ /� TENANT SIDE SALES SIDE � EXISTING -� GROUT FILL GYP BD WALL !-HEAD DOOR,FOR TYPE 6" DOOR,FOR TYPE REF TO DOOR TENANT SIDE MIN SALES SIDE VARIES EXTERIOR WEATHERSTRIP REF TO DOOR SCHEDULE SCHEDULE MARIAH MEYER NOTE:TRACK IN DOOR HEADER WITH(2)6"x 18 GA DOOR AND FRAME FV REF DOOR STATE OF WASHINGTON POCKET MUST ALIGN METAL STUD SIDE MEMBERS SCHEDULE DOOR PROVIDED BY WITH TRACK MOUNTED WITH 6"x 18 GA TOP AND BOTTOM JAMB - EXIST GYP WALL GRILLE TO BOTTOM OF HEADER TRACKS,ATTACH TO BOTTOM OF DRIP CAP AT 09/24/2025 MANUFACTURER BULKHEAD,REF1-A6.1 EXTERIOR DOOR HEAD - EXIST GYP WALL HEAD - GYP WALL GYP BD,MATCH ONLY ' ADJACENT WALL ___ INTERIOR HM / HDPE DOOR HEAD INTERIOR HM / HDPE DOOR INTERIOR HM / HDPE DOOR TYPE,MATERIAL J 10'-0"AF AND FINISHES CEILING 1 CEILING MATERIALAND HEIGHT AS SCHEDULED GYP BD,REF FLOOR PLAN SIDE FOLDING GRILLE FOR PARTITION TYPE WITH PRE-FABRICATEDJL SIDE FOLDING POCKETENCLOSURE WOOD #10SCREWS EXTERIOR INTERIOR 2• 2• 2�� 2�� 2^ q" 2" BRUSH OR GASKET OPENING 5" 6" 5' 7 3/4" ¢ GRILLE,SEE BLOCKING AT 12"OC,TYP AS SUPPLIED AT z �c"� DOOR SCHEDULE DOOR JAMB - "v ENTIRE PERIMETER WEATHERSTRIP w COILING BIO-PARTING OR SCHEDULE "AFF HOLLOW CLEAR VIEW ap a REF FLOOR PLAN ------ METAL DOOR VISION PANEL 4 O SHUTTER SLID AND FOR PARTITION TYPE CORNER BEAD,TVP BULKHEAD DOOR SHOE J-BEAD,TYP SIDE FOLDING GRILLE DOOR BOTTOM - 5"x18" FINISHES WEATHERSTRIP THRESHOLD SET IN STEELJAMB -�r.'� 4 ci ¢ DOUBLE STUD JAMB ENCLOSURE TRACK TOP OF FULL BED MASTIC GUARDS REF 1-A6.1 r EXIST GYP BD TRACK AT 9'-1 1/4"AFF 4 a SEALANT BOTH SIDES,TYP E 2'-0"HIGH F N N1 P U U1 X CONT SEALANT AT ALL IMPACT BUMPER #10 MACHINE EDGES OF THRESHOLD 1 2 4 FULL HEIGHT ON EACH SIDE FLUSH NARROW NARROW FLUSH PASS-THRU COILING COILING SIDE FOLDING JAMB - TENANT SPACE HEAD - TENANT SPACE SCRES WITH HNET Houow NET Houow NETn TRAFFIC OF DOOR LITE LITE GRILLE EXPANWSION SHIELDS m SIDE FOLDING GRILL POCKET SIDE FOLDING GRILL THRESHOLD - EXTERIOR HM DOOR FRAME TYPES DOOR TYPES SHEET: 5 ,2,.=,._6„ 4 ,2'=,._D,. 3 ,,,2'.=,._D,. 2 3/16"=V-0" 1 3/16"=T-0" A8 SHEET NOTES 1. REFER TO SHEET A8 FOR FINISH KEY AND GENERAL FINISH NOTES. 2. USE CONTINUOUS SEALANT WHERE COUNTER TOPS AND CASEWORK MEET WALL OR OTHER ADJACENT CONSTRUCTION. 0 3. USE CONTINUOUS SEALANT AT TOP,BOTTOM AND SIDES ARCHITECT OF RECORD: WHERE BASE IS PRESENT ON COUNTERS AND BRR ARCHITECTURE,INC CASEWORK. SUITEMETCALF AVENUE 300 4. WHERE LAMINATE IS INDICATED FOR EXISTING _'LA"M ssxe< CASEWORK,REMOVE EXISTING LAM INATEAND/OR FINISHES TO BASE SUBSTRATE PRIOR TO INSTALLATION OF NEW. FAx.eTEL:91-62-9095 .3z—.- • INSTALLATION OF LAMINATE OVER EXISTING IS NOT ACCEPTABLE. 5. INSTALL ALUMINUM CORNER GUARDS AT ALL EXPOSED MILLWORK CORNERS,REF SPECS 6. FOR EXISTING TO REMAIN SS COUNTERTOPS,REFURBISH TO LIKE NEW CONDITION. 7. FOR ALL NEW COUNTER TOPS: • FIELD VERIFY BASE CABINET DIMENSIONS.FIELD VERIFY COUNTERTOP DIMENSIONS,PENETRATION SIZE AND LOCATIONS,AND PROVIDE ANY REQUIRED. • ENSURE SS COUNTERTOP DOES NOT PROHIBIT w ooF�UOD3Ng FUNCTION OR OPERATION OF EXISTING DOORS 'z AND/OR DRAWERS. w h 3t°g rc a w i'9 p. • FINISH ALL EXPOSED SIDES OF COUNTERTOP. o m O z 3V jM- z€R H �rc 1o3z3 om °or � d nzg f~i1 ��78ot&o�a- wad F Q F V) Z O U 00 N (---D C=) W 00 Q° a �o � z°o moo` Z a V u z o zZ FLu 0 JobO N Qo z 0 0 ISSUE BLOCK DOOR OR DRAWER CHECKED BY:JCM KO DRAWN BY: TMG BUMPER PAD PROTO CYCLE: 05/30/25 DOCUMENT DATE: 09/03/25 2x BASE FRAME PLASTIC BASE B9 PLASTIC BASE- I - ANCHOR W ITH SCREWS AT 16"OC BASE SET IN FULL BED OF MASTIC— 2" NOTE:MANUFACTURERS SUPPORT NOTE:MANUFACTURERS SUPPORT CHANNEL MUST INTERSECT JOIST CHANNEL MUST INTERSECT JOIST WITHIN WITHIN 6"OF TOP CHORD PANEL POINT 6"OF BOTTOM CHORD PANEL POINT TOE S PACE _______ ______ -------____----------------__________ _______________ - -- JOIST JOIST JOIST ATTACH MANUFACTURERS MANUFACTURERS SUPPORT MANUFACTURERS AFTER INSTALLING LEGS,ENSURE ALL LEGS SUPPORT CHANNEL CHANNEL,OWNER TO FURNISH SUPPORTCHANNEL, AND FLANGES ARE SECURELY ATTACHED TO vs 8 REGISTERED TO JOIST PER AND GC TO INSTALL OWNER TO FURNISH NOTE:PROVIDE PLASTIC COUNTER AND FLOOR AND ENSURE COUNTER ARCHITECT MANUFACTURERS PERPENDICULAR TO JOISTS AND GC TO INSTALL LAMINATE ON FINISHED IS LEVEL AT THE CORRECT HEIGHT INSTRUCTIONS PERPENDICULAR TO EDGES NOTE: JOISTS JOIST WHERE OBSTRUCTIONS HINDER - ----------------- -- ------ ------- -- EXISTING COUNTER • PLACING SUPPORT CHANNEL AT PLASTIC LAMINATE ON EXACT MONITOR SUPPORT 3/4"SUBSTRATE 2'-8"UNO �1ARIAH MEYER ATTACHMENTFOR ATTACH MONITOR SUPPORT PER LOCATION,PROVIDE TWO SUPPORT MANUFACTURERS ATTACHMENT FOR SS TAINLESS STEEL ON 3/4" GRAY 1 5/8"x 3MM EDGE z'-s^ L LSTATE OF WASHINGTON MANUFACTURERS CHANNELS WITHIN 6"OF EACH SUPPORT CHANNEL MONITOR SUPPORT PER SUBSTRATE TOP BANDING,AT CUSTOMER INSTRUCTIONS ADJACENT PANEL POINTS 2'I UNO PERPENDICULAR TO JOIST TO JOIST PER MANUFACTURERS I: rEDG SERVICE USE MISTED09/24/2025 INSTALL A THIRD SUPPORT MANUFACTURERS INSTRUCTIONS FOR EDGE CONDITION ZEPHYR 1 5/8"x3MM PLASTIC LAMINATE ONCHANNEL BETWEEN THESE FIRST INSTRUCTIONS EDGE BANDING 3/4"SUBSTRATE PL72AT ALL AREAS NTWOSUPPORT CHANNELS, MONITOR SUPPORT OWNER K 3/4"EDGE BLOCKING VISIBLE TO CUSTOMER POSITION IT ACCORDINGLY WITH FURNISHED AND GC INSTALLEDTHE MONITOR SUPPORT AND INTERIOR COMPONENTS3/4"x 4"CONTATTACH EACH END PER LAMINE ON 3/4"SUBSTRATEMANUFACTURERS INSTRUCTIONS 2-ADJ O BLOCKING LOR TO MATCH PL7 CONT 2 x 4 BLOCKING 1 1/4"OD STEEL PIPE MONITOR BRACKET MONITOR BRACKET - AT48" UNO OWNER FURNISHED OWNER FURNISHED - w PAINT P162.GC INSTALLED GC INSTALLED E COLOR TO MATCH PL7 z TO BE 3 MAX FOR CASEWORK DRILL FOR ADJUSTABLE 2.-,1/2" SHELVES 4"FROM SHELF EDGE O 1 1/4"OD STEEL PIPE CBL COUNTER DIGITAL DISPLAY DIGITAL DISPLAY U p AT 48" UNO MONITOR MONITOR Typ PLASTIC LAMINAT PL11 m °P z PAINT Pi62 OWNER FURNISHED OWNER FURNISHED U TO BE 36"OC MAX AND INSTALLED AND INSTALLED ~ FOR CBL COUNTER MELAMINE ON 1/2"SUBSTRATE Q 7 ENSURE ALL FLANGES ARE y I Ia SECURELY ATTACHED TO FLANGEATTACHMENT OPTION A OPTION B s COUNTER AND FLOOR 21- A9 FLANGE ATTACHMENT MONITOR SUPPORT BRACKET (OWNER FURNISHED) BASE CABINET SECTION COUNTER SECTION COUNTER LEG SHEET: A9 a AUTO CENTER EQUIPMENT SCHEDULE DEMO NOTES SHEET NOTES GENERAL NOTES WDS NUMBER QTY DESCRIPTION MODEL MANUFACTURER NOTES TB830 1 105 GALLON CUSTOMER RETURN OIL TANK ILCAA1105D8501 I CONTAINMENT SOLUTIONS 10 1. ONLY REMOVE BULK OIL TANKS,WASTE 1. GENERAL CONTRACTOR SHALL PROVIDE 1. GENERAL CONTRACTOR TO COORDINATE REMOVAL OILTANKS,WINDSHIELD FLUID TANK, DISCONNECTION OF ALL EQUIPMENT,LINES, AND STORAGE OF CHASSIS GREASE/GEAR OIL DRUMS AUTO CENTER EQUIPMENT NOTES SPECIALTY OIL TANKS,CHASSIS GREASE PIPES AND RETAINING HARDWARE. WITH WALMART CONSTRUCTION MANAGER. DRUMS,GEAR OIL DRUMS AND DIY TANK IF IT 2. GENERAL CONTRACTOR SHALL NOT 2. ENVIRONMENTAL,HEALTH AND SAFETY COMPLIANCE GENERAL NOTES: IS SHOWN TO BE REMOVED.REF GENERAL PERFORM ANY WORK BEFORE TANK HAS SHALL BE RESPONSIBLE FOR EMPTYING,HANDLING, ARCHITECT or RECORD: ALL TANKS AND PIPING TO BE INSTALLED AND PROPERLY TESTED IN ACCORDANCE WTIH ALL APPLICABLE CODES AND NOTES. BEEN EMPTIED. REMOVAL AND DISPOSAL OF CHASSIS GREASE/GEAR a 3RITE ARCHITECTURE, INC 1' MANUFACTURER REQUIREMENTS.REF SPECIFICATIONS. 2. PATCH AND REPAIR WALL AT AREA OF PIPE 3. GENERAL CONTRACTOR SHALL COORDINATE OIL DRUM,CONTENTS,AND DRUM THROUGH REMOVAL.REF MAC1/MAC1.1 SHEETS FOR ALL WORK WITH WALMART CONSTRUCTION COORDINATION WITH WALMART CONSTRUCTION oveRwxo rA sszoa 2. ALL PIPING AND FITTINGS TO BE SUPPLIED BY GENERAL CONTRACTOR AND INSTALLED BY CERTIFIED INSTALLER EXTENT AND LOCATION OF REMOVAL. MANAGER MANAGER. SCHEDULE NOTES: 3. GENERAL CONTRACTOR TO COORDINATE 1. FURNISHED BY WAL-MART AND INSTALLED BY GENERAL CONTRACTOR PER MANUFACTURER'S SPECIFICATIONS RELOCATION OF TANK WITH WALMART rAx.ezz-zsz-soaa KEYNOTES CONSTRUCTION MANAGER. 2. GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE DELIVERY SCHEDULE REF SPECIFICATIONS 4. ENVIRONMENTAL,HEALTH AND SAFETY COMPLIANCE 3. STEEL MOUNTING PLATE FOR WASTE OIL PUMP BY LIFT MANUFACTURER. 6.27 48"HIGH WAINSCOT WITH OUTSIDE SHALL BE RESPONSIBLE FOR EMPTYING,HANDLING, CORNER TRIM REMOVAL AND DISPOSAL OF TANK CONTENTS. 4. HOSES ROUTED THROUGH EMBEDDED PIPE SLEEVE.REF MECHANICAL. 9.90 FLOOR STRIPES.REF Ni FOR STRIPING 5. GENERAL CONTRACTOR TO COORDINATE REMOVAL 5. TB900 SHALL BE PROVIDED WITH LIFT. CONDITIONS AND STORAGE OF TANK WITH WALMART 6. GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE INSTALLATION SCHEDULE,REF SPECIFICATIONS. 10.05 PAPER TOWEL DISPENSER(SURFACE CONSTRUCTION MANAGER. 7. REF MECHANICAL FOR LOCATION MOUNTED) 6. ENVIRONMENTAL,HEALTH AND SAFETY COMPLIANCE 8. REF SPECIFICATIONS. 10.12 TOILET SEAT COVER DISPENSER SHALL BE RESPONSIBLE FOR EMPTYING,HANDLING, ? ho rcp2 10.35 ELECTRIC HAND DRYER(RECESSED) REMOVAL AND DISPOSAL OF TANK,CONTENTS,AND w 9. NO INSTALLATION REQUIRED. TANK THROUGH COORDINATION WITH WALMART 10. KIT OF PARTS NOTED IN DETAIL. CONSTRUCTION MANAGER. o 3t°Srcaw'a°Ww O H z �rc d 1o3z3om °or �nzg f~i1 ��78ot&oa- wad F Q F z Z o U OO N 0 W 00 <m a �o 8.9 10 10.1 10. 10.5 10.8 10.9 11.0 F- Z~ o V W Z m Z REMOVE FENCING AND RAILS F Of 8.9 10 10.1 10. 10. 10.8 10.9 11.0 BETWEEN ENVIRONMENTAL J/n OO CAGE AND TIRE/BATTERY 'Un� N 0 F- STORAGE O LL Z N 0 0 ° ° o 0 0 000 ° ° z m REMOVE FENCE POSTS i^ O ° o BELOW GRADE AND PATCH �u TIRE I BATTERY WITH NON-SHRINK GROUT STORAGE 607 OFFICE 604 CUSTOMER SERVICE 601 TOILET ISSUE BLOCK d WALLS WALLS WALLS K 1 ❑ ❑ K.1 0°•° ❑ ❑ REMOVE • PAINT WALLS P131 GYP BD:PAINT WALLS P209 TO CEILING OR EXPOSED FRP:REPLACE SHEETS THAT ARE DAMAGED OR • REPLACE DAMAGED BASE TO MATCH EXISTING STRUCTURE,USE PS7 WAINSCOT AND DB5 BASE TAN(REPLACE WITH FRP1) o°•° ° o O CUSTOMER CMU:PAINT P209 OT CEILING OR EXPOSED STRUCTURE BASE:ETR,SPOT REPLACE DAMAGED WALL Om WASTE OIL FLOOR DIAMOND PLATE WAINSCOT:ETR.PAINT P209 ABOVE BASE,REF SHEET SA1 FOR BID ALLOWANCE (^� 1 TANK • ETR WAINSCOT K FLOOR OR o CEILING FLOOR ICC:ETR,CLEAN FLOORING REF SHEET SA1 FOR CEILING SCHEDULE ICC:ETR CEILING MILLWORK CEILING REF SHEET SA,FOR CEILING SCHEDULE REFURBISH COUNTERS REF SHEET SA7 FOR CEILING SCHEDULE GYP BD:REF SHEET SA7 CEILING SCHEDULE MECHANICAL • PAINT PIPE SUPPORT COUNTER LEGS P162 FOR CLEANING,PAINT P131 602 MECHANICAL MILLWORK pz • RE-LAMINATE FRONT FACE AND SIDE FACES OF EXISTNG REPAIR/REMOVE/REPLACE J 6 _- [El p J.6 - 600 SERVICE BAYS J� CASEWORK WITH PL11 INS WALL GRAB BARS,TOILET PAPER DISPENSER,TOILET GUARD,AND INST�SE�IDBBL5LJ, SEAT COVER DISPENSER,EMERGENCY LIGHT REMOVE TOILET AND WALLS STAINLESS STEEL COUNTERTOP:ETR,REFURBISH TO AND FIRE ALARM STROBE:TEMPORARILY TOILET SEAT COVER O PAINT SERVICE BAYS P164 TO DECK.PAINT LIKE NEW CONDITION REMOVE AND REINSTALL NON-DAMAGED O DISPENSER BOTH SIDES AND TOP HALF-HEIGHT WALL P164 FIXTURES AS REQUIRED CLEAN AND PAINT RAILINGS FOR STAIRS AND REPAIR I REMOVE/REPLACE FLUSH VALVE:REPLACE REMOVE PAPER LOWER SERVICE BAY OPENING P5 REPLACE DAMAGED OUTLETS,NON-ALMOND TO MATCH WATER CLOSET OR URINAL:REPLACE I TOWEL DISPENSER EXISTING COLOR,REPALCE ALMOND WITH WHITE SINK AND FAUCET:REPLACE IF DAMAGED I REMOVE HAND TOILET FLOOR REPLACE CUSTOMER VISIBLE ALMOND OUTLETS WITH MIRROR,PAPER TOWEL DISPENSER,SOAP • ETR WHITE DISPENSERS:REPLACE IF DAMAGED 4 I DRYER CHECKED BY:JCM KO • REPLACE DAMAGED AND CUSTOMER VISIBLE COVER REMOVE LIGHT SWITCH AND REPLACE WITH AC1 ❑ DRAWN BY: TMG CEILING PLATES WITH BRUSHED STAINLESS STEEL,INCLUDING MOTION SENSOR J 2 -- ❑ J.2 - rl • REF SHEET SA1 FOR CEILING SCHEDULE BLANK PLATES REF A5.1 FIXTURE HEIGHTS AND CLEARANCES e Lp PHOTO CYCLE: O5I30125 CLEAN OR REPLACE DAMAGED DIFFUSERS AND Lq REPAIR/REMOVE I REPLACE RETURNS AS REQUIRED HAND RAILS:REPAIR IF DAMAGED 602 MECHANICAL,605 STORAGE 9.90 SERVICE TMI DOCUMENT DATE: 09I03125 WALLS J BAYS J SERVICE BAY • ETR TB830 CUSTOMER H 9 - p� FLOOR H,9 ❑ RETURN OIL TANK, ETR REF MECH H.8 - H.7 H.7 REF 5-A3 FOR OFFICE STORAGE EXTENTS OF SALES --- FLOORFINISHES 607 605 --- OFFICE STORAGE 13088 REGISTERED � ARCHITECT REFER TO SHEET A5.I FOR H.1 -- ❑ e E H'1 e r1ARIAH n1 R FIXTURE HEIGHTS AND CLEARANCES FOR FIXTURE I I STATE OF WASHNGTON MOUNTING HEIGHTS (2)HORIZONTALLY ORIENTED e® DIGITAL DISPLAYS AT T-0"AFF TO ( I-I - 09/24/2025 P209 ( I••I - BOTTOM OF MONITOR,REF 4-A9 0® J 8.9 10 10.1 1 O. �/ FOR ATTACHMENT,CENTER EVENLY q MOM BEHIND COUNTERS REPLACE TOILET IN I EXISTING LOCATION, 1U�2 ----- E : REF MEP 10.35 I U J z Q BOTTOM FACE LEDGE SYSTEM,MME= w cg+ I I _ TO BE FLUSH REF 7-A5 C, 60"x56"CLEAR TOILET 4 WITH OPENING > ii AUTO AND LEVEL O CENTER FLOOR SPACE 601 LLI< CUSTOMER 3'-1" 6'-6' 3'-1' �//5'-0"DIAMETER 30"x48"CLEAR °'TURNAROUND OPEN TO ACC a 4� SERVICE PLANS AND AND LEVEL - -J i ••• i.1❑ 604 CUSTOMER ;:.:. w SERVICE DETAILS PS7 .; 6.27 : O 10.05 ... S7 DB5 DB5ii°:°i:•::•: F FLOOR SPACE i w GA AUTO CENTER 12-0„FV -4�-- 4 RESTROOM PLAN 3 AUTO CENTER ENTRY ELEVATION AUTO CENTER FLOOR PLAN AUTO CENTER DEMOLITION PLAN SHEET: AC 151 BREAK ROOM SHEET NOTES WALLS 1. REFERENCE FINISH LEGEND AND SPECS REF FINISH PLAN FOR FINISH INFORMATION FOR PAINT,PROTECTIVE SURFACING OR . REMOVE VCT,REF A1.1 KEYNOTES CEILING 10.71 ALUMINUM CORNER GUARD ARCHITECT OF RECORD: REF SHEET SA1 FOR CEILING SCHEDULE 16.05 INSTALL INSECT CONTROL UNIT TYPE NOTED BESIDE I R R METRCCALFEAvervue Inc UNIT.REFER TO N,FOR LEGEND AND NOTES. :UNITE 300 COLUMNS oveRwxo rA ssxoa PAINT P162 TO 4'-0"AFF AND PAINT TO MATCH ADJACENT .......e..a.�n.�om WALL COLOR FROM 4'-0"TO CEILING OR DECK,REF 2-A1 rAx.e.3.. ..a REPAIR/REMOVE I REPLACE REPLACE DAMAGED OUTLETS,NON-ALMOND TO MATCH EXISTING COLOR,REPLACE ALMOND WITH WHITE. REPLACE DAMAGED COVER PLATES WITH BRUSHED STAINLESS STEEL,INCLUDING BLANK PLATES. CLEAN OR REPLACE DAMAGED DIFFUSERS AND RETURNS AS REQUIRED. rwn o " 'zww a � W iAml-z3 a 3t Dgrcaw�OWw O 3V jo M- z€U€€� H z �rc d �o3z3�m or �nzg f~i1 ��78ot&oa- wad F Q F V) REF SCOPE BOX NOTES SS SCREWS WITH Z FOR COLUMN FINISH FINISHING WASHERS S P218 IN PRE-DRILLED STAGGERED HOLES,TYP P131 = _ - 2"x2"ALUMINUM P162 CORNER GUARD,TYP Pi62 jBRl ! OMIT CHAIR RAIL AT TECH 4 BAR,MODULAR KITCHEN PARTITION TYPE AS u O O N CABINET ASSEMBLY,AND INDICATED 0 C CO Q COAT CABINETS) METALSTUDS O 0 K Q DBS WAINSCOT WHERE � Z o OMIT BASE AT MODULAR INDICATED ON FINISH 0 O KITCHEN CABINET ASSEMBLY SCHEDULE 6 a AND COAT CABINETS '�� V' �j a TYPICAL ELEVATION AT O , BR1 U`J BREAK ROOM WALLS �� //-II'►► P162 DBS V W Z BREAK ROOM ELEVATION TYP TYPICAL BREAKROOM FINISH ELEVATION CORNER GUARD o zF_o 8 g,.=1._0,. N Z ai 1 0 1/4"=,'-O" 9 1/4"=,'-O" V LL U N Qo Z 0 0 NOTE:1x4 WALL TRIM INSTALLED TO FIT BELOW WALL ISSUE BLOCK DEVICES DO NOT NOTCH TRIM AROUND DEVICES KITCHEN CABINET ASSEMBLE WIRE 4'-0.' CHASE PAINT TRANSITION PREWIRED KITCHEN EXISTING METAL STUD CABINETASSEMBLY SOAP PAP OWNER FURNISHED, DISPENSER DISPENSEERR EXISTING GYPSUM BOARD GC INSTALLED, BREAKROOM REF ELEC 'm 151 K 33"AFF - m CL OF TRIM O ATTACH TRIM TO WALL SYSTEM USING r TRIM-HEAD SCREWS FOR LIGHT GAUGE 411 METAL STUDS AND APPLY CONSTRUCTION '[__ _]' ADHESIVE BETWEEN TRIM AND WALL --- E BOARD-INSTALL SCREW AT EACH VERTICAL STUD-PRE-DRILL HOLES FOR FASTENERS-COUNTER SINKS CREW r CHECKED BY:JCM KO HEADS AND FILL HOLES FLUSH TO FACE OF �[-_ J� TRIM PRIOR TO PAINTING 1 --- O 10-BR1 lx4 HARDWOOD CHAIR RAIL TRIM WITH e e z e r_ _, � � DRAWN BY: TMG 1/4"CHAMFER AT EACH SIDE,PAINT TO a MATCH WAINSCOT COLOR .''0 0 2 z O �''0 0 PROTO CYCLE: 05/30/25 O w o o O O iv DOCUMENT DATE: 09I03125 H 69 69 BASE BEYOND CHAIR RAIL WALL SECTION MODULAR KITCHEN ELEVATION ENLARGED BREAKROOM FINISH PLAN D ,6A5 RECYCLING PREWIRED MODULAR TECH BAR COAT CABINETS AND TRASH OWNER FURNISHED,GC INSTALLED OWNER REMOVE BOLLARD,GC TO PATCH REMOVE BOLLARD,GC TO PATCH FURNISHED,GC AND REPAIR FLOOR WHERE I I AND REPAIR FLOOR WHERE INSTALLED O BOLLARD IS REMOVED BOLLARD IS REMOVED I F_�� REMOVE WAINSCOT, REMOVE MILLWORK �� t ' PREWIRED MODULAR REFS-BR1 - PATCH,REPAIR,AND AND EQUIPMENT 13088 REGISTERED 30"x48"CLEAR AND ISLAND COUNTERli L 1 J 1071 PREP WALLS FOR SHOWN DASHED,TYP LEVEL FLOOR SPACE OWNER,FURNISHED, ---- REF 8-BR1 PAINT AS REQUIRED, ARCHITECT GC INSTALLED 14'-6" 8'-51/2" Typ COFFEE MAKER, g•_g 7/2•NIC = F=� _J _J C -T-i =__ C �1ARIAH'1EYER SINK AND FAUCET F= INCLUDED IN KITCHEN r1- r �1 nr r �1 F-' I y ;� F=� F=� F=� F STATE OF WASHNGTON CABINET ASSEMBLY, iu III lu III L_�� �-r�I y ii J---1 J---� J---l J- -1 REF PLUMB LL J L _D U_ J L J0 TABLESAND CHAIRS 1 y !r r L1 _.i PROVIDED BY _ I BREAKROOM WALMART,NIC y 1 iF---�i T ` 09/24/2025 11 n ii u n n n n LL J L 11 .i 151 1il n ii 4i I p 1, �u F-9 �-� F-F r-r` �.2 -- liii ii �J i� .L J\ iJ' `LJ LJu `L� PREWIRED KITCHEN CABINETASSEMBLYvI VERIFY SIZE OF POWER OWNER FURNISHED,GC iu ui !f r L J L INSTALLED,REF ELEC POLE BEFORE CUTTING — LL J L y lL J L 11 7 �___ OPENING IN COUNTERTOP r-r r-r (3)MICROWAVES ( R POLE NIC - r- , PLUMBING SHOW i li 3/4'/I3 3/�� DRILL FOURO3/8'HOLES CUT HOLE IN FREEZER,NIC " BR' REFRIGERATOR, _ - TECH BARDOWNERAR ' JJ p�UMB NG SHOWNPREWIREK,F DEMO BULLETIN BOARDS 1 -- �+ EACH CORNER PRIORT J =ENT,AND BREAKROOM -- --- - CUTTING OPENING O J • a o GC IN A a ! % ! \' i ; ------T------ L---- PLANS MEP FURNISHED, -� i ` ��_. INSTALL FLANGE AFTER 151E 8'-10" 7'-0" RELOCATE POWER POLE IS SET REFRIGERATOR, RELOCATE FREEZER, REMOVE PORTION REF ELECTRICAL 10-6 REF 2/BR i REF 2/BRi OF WALL FOR 3" 1 7'-4" DOOR OPENING POWER POLE LOCATION ENLARGED BREAK ROOM PLAN REF2-BR1 ,12"-,'0" BREAK ROOM DEMOLITION PLAN L 1/4"=1'-0" 1 SHEET: BR1 SHEET NOTES 1. INTERIOR PLAN DIMENSIONS SHALL BE TO FACE OF STUD UNLESS NOTED OTHERWISE.FIXTURES ARE TO FACE OF FINISH. 2. OWNER FURNISHED AND INSTALLED ITEMS SHOWN DASHED UNO. 0 3. PROVIDE SOUND ATTENUATION IN ALL TOILET ROOM ARCHITECT OF RECORD: PARTITIONS AND ABOVE CEILING BRR ARCHITECTURE,INC 4. PROVIDE SOUND ATTENUATION IN ALL HEALTH SERVICESUITEMETCALF AVENUE 300 ROOM PARTITIONS AND ABOVE CEILING o LA"M ssxe< 5. NOT USED .......e..a.�n.�om 6. PAINT ALL EXPOSED CONDUIT TO MATCH ADJACENT WALLS 7. SEAL PERIMETER OF TOILET TO FLOOR.SEAL PERIMETER OF FAx.e.3.. ..a SINK TO WALL 8. REF SHEET A5.1 AND A5.2 FOR TOILET FIXTURE HEIGHTS AND CLEARANCES 9. REF AS FOR SCHEDULE FINISH KEY 10.ALL PLYWOOD AND WOOD BLOCKING SHOWN SHALL BE FIRE RESISTANT TREATED 11.PERIMETER WALLS OF PHARMACY SHALL HAVE 1/2"GYPSUM BOARD TO DECK 12.PAINT ALL HOLLOW METAL DOORS AND FRAMES Pi 62 13.MILLWORK IS OWNER FURNISHED GC INSTALLED UNLESS o WALL M h � o nwao. NOTED OTHERWISE,INCLUDING COUNTER MOUNTED AND ,� oF'�u°g0z„ OUNTED EQUIPMENT TREES,OWNER IS RESPONSIBLE w . QG FOR COMPUTER EQUIPMENT SET UP. a 3t�5rcaw� 14.EQUIPMENT TREE POSTS AND WALL TRACKS,OWNER O �F >oa rcm FURNISHED AND INSTALLED BY GC.ACCESSORIES AND EQUIPMENT INSTALLED BY OWNER. z0 3¢a co 15.ALL WALL STANDARDS TO BE INSTALLED PER I-A3. r zw3rc3oV a �oomG�� o'A KEYNOTES pm � so=&o =s 10.05 PAPER TOWEL DISPENSER(SURFACE MOUNTED) rn rc € 10.06 TOILET PAPER HOLDER 0.07SANITARY NAPKIN DISPOSAL T-0"HDPE DOOR PANEL 10.09 SOAP DISPENSER 2'-7 1/4"SHELF 10.12 TOILET SEAT COVER DISPENSER 10.14 GRAB BARS HDPE DOOR PANEL 15.02 WALL MOUNTED LAVATORY,REF PLUMB a z 4 I STAINLESS STEEL w 31/2" 3112" SHELF z HDPE DOOR PANEL,STAINLESS STEEL SHELF,AND SHUTTER U ADD DOOR STOP 12" OWNER FURNISHED,GC INSTALLED REF SPEC SECTION 08710 AND U FROM FRAME ALLOWING APPENDIXA. MAXIMUM DOOR SWING WITHOUT THE DOOR OR SHUTTER CONTACTING 3,_4„ LIGHTING,REF O O N AN ADJACENT ITEM ELEC,TYP 0 FIXTURE DIMENSIONS w ARE TO FACE OF FINISH O 0 Q a U PLAN VIEW 2'-6"x 2'-0"COILING REFERENCE SHEET A5.1 Itc SHUTTER,OWNER Iul o. MOUNTC HEIGHTS 10.07 Z~FURNISHED,INSTALLED „ o 0 0 0 o ANDLOCATION � ZIjD. BYGENERAL10.12 H O J M m CONTRACTOR C' GWB ON 6"MTL.STUD L SHUTTER TRACK OWNER 10_-0"A.FF. //rI�''►►a0 a z FURNISHED,INSTALLED V Z Z z BY GENERAL O O O O C6 17 ---� Z F Z oCONTRACTOR O N 2'-0" STAINLESS STEEL O O U - t3+�--- i �1 V\ ly? SHELF OWNER LIGHTING,REF FURNISHED,INSTALLED ACT3 ELECT,TYP TYP PHARMACY TOI 301A BY GENERAL CONTRACTOR 10'-0"A.F.F 60"X 56"CLEAR 301 -� AND LEVEL I i/. -> O O O O O O DIFFUSER,REF FLOOR SPACE _ m MEP,TYP C6 `� _5'-0'•DIAMET T___ OWNER FURNISHED,GC HDPE DOOR PANEL TURNAROU Di INSTALLED MILLWORK OWNER FURNISHED, 3' 5 10.09 IT___- _ 17 INSTALLED BY GENERAL TYP ��L.. .:� C6 ® ISSUE BLOCK CONTRACTOR ul O O A53 I GWB ON 6'MTL.STUD 3'-0" ..8'-CI A.F.F O O O O O -' '• � TYP ELEVATION PHARMACY SIDE I PHARMACY DOOR ELEVATION 300A/300E PHARMACY REFLECTED CEILING PLAN PHARMACY RESTROOM PLAN J 3/4"=1'-0" , :4) O9--- -- ------------------------------- ��-- r •___ «eV•vr. _________ CHECKED BY:JCM KO I II DRAWN BY: TMG I I I PROTO CYCLE: 05/30/25 I I I II DOCUMENT DATE: 09I03125 7.4 7.5 7 6 42'-2' F+E al rpy�Ill 1 F-71/2 6-61/2 3-0 1-10 20111/2 1-81/2 II I L „p[, GC TO PREPARE AREA WHERE SAFE WILL BE LOCATED PER FINISHED OPENING „ II 11 V'LIIIL �-a� - 611 PLANS.REMOVE CARPET UNDER THE SAFE. 48"x48"CLEAR 48"x48"CLEAR w1 t OWNER FURNISHED,GC p II II II•II REMOVE ALL FLOOR SPACE FLOOR SPACE INSTALLED CHECKOUT WALLS,CEILING ONCE Ti4E SAFE IS POW AND DATA.RELPOWER THE SAFEOCATED, DP REINSTALL BOLTS AND HOOK KEYPAD _FF AND UNPLUG DATA CABLE. ALARM ____ 1 COUNTER AND 2PRIVryP WALLS IIT--`• II IIIF I r __ _ I�SYSTEMS IN THEIR GC TO RBOTTOMELOCATE THE SAFE.THERE ARE FOUR BOLTS IN THE 11 REF ENTIRETY I I I 300E 1 HOLD CEILING GRID 4 1/2"OFF OF II I 4 �,- REMOVE FLOORING, WALL FOR SHUTTER NCE -303B- 7 7" I PH2 C6 MILLWORKRNISHED,GC INSTALLED TO FlT / �� IIF li - 611 PREPARE CONCRETE E CONTACT:PRODUCT SUPPORT TEAM WITH AMSEC- I I I Ih1 u 951-6859689 OR 877-GO-AMSEC ''ry®■'7°I' _ A" m" .Ae .e" it • i I II I I � Ira III �I I I RELIEVE Cl-CUSHION BANK m HEALTH ` C6 I I I I I•Ii II CARPET TILES,REF SPECS ROOM 300 PHARMACY EXTERIOR 54"x60"CLEAR J MOUNTED NO MORE THAT 6'-0"AWAY II `y! --� _ WALLS AND SHEATING ARE TO FLOOR SPACE -------- CAREFULLY REMOVE 303 r IN • Y _SERVICES " • NEW OVERHEAD II IUD �___II FIXTURES.EGIVE TO GO TO DECK,GAPS AROUND 1'-6" PNEUMATIC AV HUB I I ; REINSTALLATION.ANY UNUSED SECURITY TIONS MUST BE KEPT PS7 o C6 5 0 DI \ r m z-I 54 x6 R CLEAR 3_ COILING DOOR 300H DRIVE-THRU AV MINTOR ENTIRETY�-v y I i II F+ `r, RELOCATE 4 r �g ITEMS BI BE GIVEN TO REALTY 48"H WAINSCOT I�P.Iv1ETEl?_11 m II AT A MINIMUM Q"TO ENSURE O p E FROM PNEUMATIC TUBES. REMOVE SAFE EXECUTION TEAM FOR SECURITY / MILLWORK IN ITS III REF2-PH1 REFURBISHMENT 301 PHARMACY TOILET STOP PLYWOOD SUBSTRATE AT TURNAROUND-i` r�II 12'-0"AFF.CONTINUE WITH 2 m \ __4,, I C610.5 4 -- 00 SPACE pHA3R00ACY CREDENTIALS II -1! ------ WALLS LAVERS 1/2"GYPSUM BOARD) C•6 w I 0L 14r f,� 13088 REGISTERED •FRPi TO DECK. LJ111", WILL CALL WILL CALL C6 JOIST SPACING i6"OC � II I II a II' -- ARCHITECT ALLWLL SOUNDS ATTENTUATION BATT IN --__ -I 303C5'-0"PROVIDE 24o 12'-9" 3'-0" o f W 7,_g„ aW 4'0" PNEUMATIC SYSTEM OWNERLLiiALL WALLSTY I CLEAR SPACING FOR C6 10.5 I I �RECESSED LIGHTS, v Tm FLOOR FURNISHED AND SUPPLIER II EXISTING• ORDINATE 333, CONCRETE.REFSPECSECTION AOLSARMACY LOCEFEATIONS ENCE MEP o C6 FLOORSPAOE /-" \\ pH1.1 OWNER FURNISHED, 18 TUBEROUTING, UTICOORDINATNG,N.POWER O ERAND 1___I___ - - --- -R ,�______� �1ARIAHPo1EYER BEFORE WALLS ARE ERECTEDPOLISH INSTALLED WITH GC AND I G"� -p - FLOOR SPACE r 5-0 DIII- GC INSTALLED 3, 10" APPENDIX AIN 14580. O NOT [�=-,te r r ,r\ i I STATE OF WASH NGTON •TRANSITION STRIPS PROVIDED BY OWNER / AMETERq- PAINT ALL WALLS P131 SEMIGLOSS 8'-0"AFF,REF 4-PHI I CATED SAFEII J _�__ CEILING TELLER UNITS AND INSTALLED BY CONTRACTOR. x REL .•. o .•N• REUSE TUBES,MONITORS OR 09/24/2025 •GYP BD PAINTED P131 AND SOUND BATT AT FLOOR \ L w L) GC INSTALLED TRANSITION STRIPS AT I I ND INSTALL B9 TURNAR __ I � 4 •CARPET Cl.PROVIDE OWNER FURNISHED, -I'i IF RELOCATE UPRIGHT OWNER FURNISHED __+ �•x __ ;___ �•� __ I___ �•x `d0 (1)TRUE REF 21GPHATOR, AND INSTALLED I - REFRIGERATOR, 1 I THRESHOLDS.REF A1.1 FOR FLOOR FINISH I I O SHELF STANDARDS -'� 303 HEALTH SERVICE ROOM RESPONSIBILITY MATRIX. I I I I i � ELECTRICAL � � � RELOCATED TRUE I I u I II _I ! PANEL REFRIGERATION Ilrr==_=�1 WALLS CEILING I a° I _ CLEAR REMOVE PNEUMATIC III IIrI �/�-I I} REMOVE SINK, •PAINT ALL WALLS P131 •ACT3 CEILING AT 10'-0'AFF AND I r I =_ FLOOR ] ] TUBE SYSTEM IN ITS ENTIRETY O III J MILLWORK AND WATER •BASE B9 INTERMEDIATE TEES AS REQUIRED FOR I I I a I SPACE n �I FILTRATION SYSTEM, •INSTALL 6"SOUND ATTENUATION BATT IN ALL LIGHTS.REF 4-PH7 J, GC TO INSTALL AND ANCHOR ( - ------� REF PLUMBING PHARMACY WALLS •REF SHEET SA1 FOR CEILING SCHEDULE. I I 'II 15 5 5 i OWNER FURNISHED PHARMACY O •PS7 WAINSCOT TO 48" ® I I i r �I�REMOVE PLUMBING I in II I PILL BAYS AND FILL PODS, PLANS MILLWORK I COORDINATE WITH STORE AND HVAC SYSTEM,REF MEP o<. PLANNING.REF FXS SHEET FOR 13 FLOOR MILLWORK OWNER FURNISHED,GC Iio ANCHORING p •POLISH EXISTING CONCRETE.REF SPEC INSTALLED. ( (, - `�' COMPUTER EQUIPMENT TO SECTION 03363. ELECTRICAL IN PHARMACISTS BENCH \\// BE RELOCATED BY WALMART •TRANSITION STRIPS PROVIDED BY OWNER OWNER FURNISHED,GC INSTALLED.REF 7ELECTRICAL INFILL A6 L} t� AND INSTALLED BY CONTRACTOR. MEP. 1 L.REFPHi PH2.1 I TRICAL I II I I I I 1� I II CEILING CUSTOMER FACING -n-I •GYP BD PAINTED P131 AT 10'-0"AFF,REF 4- PAINT EXTERIOR WALL AT PHARMACY P209 2'-0' 5'-3" 5'-0" 5'-0" 5'-0" 5'-0" S-7" PH1 BELOW 14'-0"AND P162 ABOVE 14'-0". CE •INSTALL 6"SOUND ATTENUATION BATT INSTALL NEW PLASTIC LAMINATE PS7 AND ABOVE CEILING PLASTIC BASE DB5 /� •INSTALL LEDGE,REF 7-A5. / ' \ PHARMACY FLOOR PLAN DEMOLITION PLAN MILLWORK I 1 SHEET: •MILLWORK OWNER FURNISHED,GC / 1/4"=1'-0" ` ' / 1/4"=1'-0" PH 1 � INSTALLED. a -------- -- OVERHEAD ( COILING SHUTTER -{ - - 91/2 2 41/2 Y 10112 Y - ARlRt CHITECT OF RECORD: -2'-3 1'-4 1/2 2-3 - 1-41/2" 6'-0 1/2 e>3R NETUFEAVEU me ovEalAxo Pa bbxoa I , , www.errarcn com _DRIVE THUR{ OWNER FURNISHED _ PNEUMATIC. 4 r.EL x s.3 zbx soaa AV MONITOR{ -GC INSTALLED UPPER .TUBE SYSTEM - PH2 CABINETS -_ REF APPENDIX P131 A 14580 - - , ' BATTERY - - �' BACKUPS, OWNER FURNISHED, _ GC INSTALLED UPPER CABINET hrc 'pa o w �o rc { I D 0 �0 w oop�a=3°s �a ���wLL�LLw�w 3oaa�aw � w WALLMOUNTED O �~ H<o rcrc orcm PNEUMATIC I I - / /�� _ _ WATER DISPENSING UNIT, O 3 M o�° z€ DRIVE-THRU AV I I / / OWNER FURNISHED, _ OWNER FURNISHED GC r 3'�� Fa<FVao HUB.REF SPEC 14580. I GC INSTALLED SOAP - INSTALLED,MOUNT TOP ? �aOgomG� H3 - - AND PAPER TOWEL - - OF UNITATS'-6"AFF a 4g CREDENTIALS _ _ DISPENSERS - w x �� Boy&o95 �a OWNERFURNISHED, GC INSTALLED - PRIVACY WALL,TYP e e .FURNISHED GC- INSTALLED' OWNER FURNISHED, I - OWNER FURNISHED, I 'I MONITOR ARM-, - GC INSTALLED SINK GC INSTALLED I - 0 = o CABINET CHECKOUT COUNTER - I I F OWNER FURNISHED, OWNER OWNER FURNISHED, WATER FILTERSMOU J GC INSTALLED FEED FURNISHED,GC GC INSTALLED TRUE CABINETD INSIDE B9 w BAG HOOK,TYP OF(2) INSTALLED BASE REFRIGERATOR Z CABINET O 4'-33/8" 1'-9114" 2'-83/4" ,'-91/4" 2'-83/4" SIDE COUNTER ELEVATION - DRIVE-THRU SINK CABINET ELEVATION 1/2"=V-0" ` J / 112"=V-0" 0 0 c•1 (-_—D C-::) W 20'-11 1/2"FINISHED OPENING 0 0 Q Q 1 OVERHEAD COILING PH2 DOOR ^OO p G INS FURNISHED, Z L7 a - - NSTALLED CHECKOU �I Z in - SCREENS AND GLASS,TY n n� O o N WILL CALL OVERFLOW /I'►Q O N P131 V W Z m Z ZF� ° POWER POLE OWNER FURNISHED, POWER POLE _ - F- GC INSTALLED �J�//Z PHARMACISTS BENCH Il N ao 1/4 3-41/8 3'-2 1/2" - z CREDENTIALS m O ® ® MOUNT EQUIPMENT ARMS, OTC OWNER FURNISHED GC - INSTALLED,TYP ISSUE BLOCK / \ OWNER FURNISHED,GC ®O O 0� O INSTALLED PLUG&PLAY e ❑0 a ❑0 a ❑P a ❑0 ELECTRICAL,TYP o l o o o o o o NOTHING TO BE REMOVEABLE OWNER FURNISHED, REMOVEABLE PANEL,TYP OWNER FURNISHED,GC OWNER FURNISHED,GC INSTALLED BEHIND SAFE PANEL,TYP GC INSTALLED CPU INSTALLED MILLWORK INSTALLED PLUG&PLAY BRACKET,TYP B9 OWNER FURNISHED,GC ELECTRICAL,TYP OF(4) INSTALLED BAG HOOKS, 12'-9" T-0" T-5" TYP OF(4) OWNER FURNISHED,GC INSTALLED GRAVITY FEED BAG HOLDER,TYP OF(4) 0PHARMACY BENCH ELEVATION INTERIOR ELEVATION 5 1l2" 23'-11 1/2" 4 1 ±--j CHECKED BY:JCM KO J INSTALLED CAPTURE TRACK, J CJ CJ DRAWN BY: TMG REF4 6.1,REF6 6.1 PROTO CYCLE: 05I30125 1 DOCUMENT DATE: 09/03/25 PH2 7ABE '-0" E PAINT E OF MACY OWNER FURNISHED 3RD PARTY LINE OF PAINT INSTALLED"PHARMACY"SIGN TO TRANSITION BE CENTERED OVER WINDOWS BEHIND SIGNAGE I P209 5 BELOW 14'-0a PH2 Ph:: OWNER FURNISHED OWNER FURNISHED GC INSTALLED AND INSTALLED MONITOR WALL MILLWORK AND ALARM KEYPAD MONITOR BRACKET,MONITOR OWNER - - - - ,- -. 14a '"m FFURNISHED AND INSTALLED 14 - - - - - - - - - - LEDGE SYSTEM,REF 7-A5 COILING SHUTTER,TYP 1-8 1/2 /4 3/4 13088 z REGISTERED o ARCHITECT z �1ARIAH MEYER --- -.-- - _ --- - a �� ss° STATE OF WASHINGTON EQ ..-,EQ.' - z_ 09/24/2025 OWNER FURNISHED, - -_ - _ _- - - .OWNER FURNISHED. '.- - w N GC INSTALLED WALL -. - ',-' -GC INSTALLED MILLWORK o O 0 m MONITORARM ............... .........:..:.-.......'.:.:. ro w Ll rn :•:•:•:•:•:•:•::•:•: - z .•.v:::::::. --112"x112" OWNER FURNISHED ALUMINUM GC INSTALLED CPU o••••••••:•:• r p. CORNER GAURDS CABINET :•:•: :•:: :.W::::::: AT ALL OUTSIDE N CORNERS TO 48" PHARMACY C :::.. ............................... POWER AMD DATA TO 1 AFF iv BE LOCATED UNDER WORKSTATION : ; »»»33: :<? > ELEVATIONS ------------------ -DB5 OWNER FURNISHED,GC TYP gg pg7 INSTALLED MILLWORK AND DB5 TYP TYP PRIVACY WALLS 6.27 PS7 20'-111/2" 1'-101/2" T-0" 7'-01/2' 0" PRE-FINISHED TYP / FINISHED OPENING * BYSUPPLIER g HSR ELEVATION O EXTERIOR ELEVATION SHEFT 2 1/2"=1'-p" 1/2„_1. P H 1 .1 • ---------------- OWNER FURNISHED GC ARCHITECT OF RECORD: INSTALLED CLEATS,TVP BRR ARCHITECTURE,INC OF(2) 8131 METCALFAVENUE STOP PLYWOOD VERIFY EXISTING BLOCKING OR ^�n fi°xoa + I PH2 SUBSTRATE AT 12'-0"AFF PLYWOOD EXISTS IN THE WALL, (2)LAYERS 1/2"GYPSUM ADD BLOCKING AS REQUIRED. rAx szz-zsx-ss.. ATTACH 24"LONG 20 GAUGE I j j I BOARD TO DECK TOPTRACKWITH(12)#10 16_0" I + TEK SCREWS TO METAL BRACING AT JAMBS I I (2)LAYERS 112"PLYWOOD ^-------1 ROOF DECK BEHIND SHUTTER CONFIRM CLEAT MOUNTING + HEIGHTS WITH SUPPLIERS ------ INSTRUCTIONS C6x2xi6 GA METAL -1 F I r STUDS,AT 24"OC OVERHEADLl w ffi a oio3�'z A6.1 I 112"GYPSUM BOARD ROLLING CLOSURE OWNER FURNISHED GC It 3t o-wrco Wow° INSTALLED UPPER CABINET O �F >o aarcrc w INTERNAL MOTOR 'a rcm ASSEMBLY o 3V;o 'o3Q oo1. l J L r1 1 J L �=e �wowwoo 3 (2)LAVERS OF ABOVE I2'-0", `\\\ w�'1 4 CONTINUOUS SEALANT KEEP a 3o�+�Uo�w�n�wow gg 1 I u, �ry�a8a8&S �� aw GYP BOARD TO DECK, rc KEEP OPENINGS AROUND COILi� ACT GRID SYSTEM,MAIN PENETRATIONS TIGHT. RUNNER T TO BE PERPENDICULAR WITH "-' THE SHUTTER OWNER FURNISHED GC 6"x 20 GAUGE METAL STUD BRACING AT EACH JAMB, INSTALLED COUNTER y (3)#10 TEK SCREW SUPPLIERS KET PER 16'-0" CONNECTION AT EACH END INSTRUCTIONS, LEDGE SYSTEM BRACINGATJAMBS — REF7-AS i w SALES PHARMACY SIDE 1 a (1)LAYERS OF 1/2"GYP BOARD I 1'-3" TO DECK,KEEP OPENINGS .. .. .., AROUND PENETRATIONS TIGHT. W z HOLD GRID 4 1/2"OFF OF WALL OWNER FURNISHED, 1 0 g 0^ 4 1/2 AT COILING SHUTTER GC INSTALLED CPU I BRACING AT JAMBS B.O.LEDGE CABINET KNEE AND TOE GYPSUM BOARD CLEARANCE BEYOND OWNER FURNISHED GC REF DE PH2 O O N INS(;LLED CLEATS,TVP COILING SHUTTER 0 IN rn (3)C6x2xi6 GA JAMB AND TRACK 4 BAS Q • WITH 6"x16 GA VERIFY EXISTING BLOCKING OR ; ; m �l�o TRACK EA SIDE 8'-0" " E B9 PLYWOOD EXISTS,ADD BLOCKING AS REQUIRED. FINISHED OPENING Z l O MILLWORK SECTION OWNER FURNISHED o� CONFIRM CLEAT HEIGHTS WITH SUPPLIERS COILING DOOR SECTION GC INSTALLED �"'� a ZIt 0 r 06 1 1/2" l'-O" INSTRUCTIONS f I'1 L O N C6x2xi6 GA METAL V W Z m STUDS,TYP z Z W 6"x14 GAUGE J 0 F- OWNER FURNISHED GC TRACK �N/Z O INSTALLED UPPER CABINET L.1�N GC TO ORDER STEEL TO FOR CONTINUOUS SEALANT HEADER PIECES TO BE ONE FILLET AT WALL TYP - PIECE WITHOUT SPLICING. (3)C72x2x12 GA HEADER z m a o 2,\1 \ z (6)#12 TEK SCREWS O / TO HEADER EA SIDE U W w ISSUE BLOCK (3)C6x2x16 GA JAMB WITH 6"x16 GA TRACK EA SIDE OWNER FURNISHED GC INSTALLED BASE CABINET ------ / SECTION B I I I I I I I I REF SECTION"A"FOR HEADER I I Bs I I 18 GA TRACK W ITH(6)#10 TEK I I (12)#12 TEK SCREWS SCREWS EACH SIDE TO HEADER I I TO JAMB AND(12)#10 TEK SCREWS TO JAMB I I 3" 1'-9" 14 GA TRACK I I 2'0" REF SECTION"B"FOR JAMB I tCOILING SHUTTER DOOR6"x14 GAUGE TRACK TOP AND BOTTOMGA OF HEADER WITH#10TEK SCREWS EA #10 TEK SCREWS EACH SECTION B SECTION A ELEVATIONICHECKED BY:JCM KO MILLWORK SECTION HEADER STUD FLANGE AT24"OC.TRACKMAYBE STUD FLANGE ATI6"OC LEDGE SYSTEMINSTALLED WITH FLANGE FACING UP OR VERT. REF7-A5OWNER FURNISHED DOWN. DRAWN BY TMG 41/2" PROTO CYCLE: O5I30125 HEADER CONNECTION DETAIL DOCUMENTDATE 09I0325 ' HOLD GRID 4 1/2"OFF OF WALL AT COILING SHUTTER l 1 1/2"GYPSUM BOARD 1/2"GYPSUM BOARD ELECTRICAL WHIP(S)FOR FRONT COUNTER,REF ELECTRICAL DRAWINGS FOR QUANTITY (3)C6x2x16 GA JAMB WITH ELECTRICAL WHIP(S)FOR FRONT 6"xi6 GA TRACK EA SIDE (3)C6x2x16 GA JAMB WITH 2"DATA CONDUIT,REF COUNTER,REF ELECTRICAL 6"xi6 GA TRACK EA SIDE ELECTRICAL DRAWINGS FOR QUANTITY DRAWINGS 2"DATA CONDUIT,REF PRIVACY WALLS: ELECTRICAL DRAWINGS OWNER FURNISHED,GC -------------------------------- ------------------------------- INSTAL ED,112"TEMPERED 1/2"GYPSUM BOARD 1/2"GYPSUM BOARD GLASS BY MILLWORKER PROVIDE CORNER BEAD TRIM PAINTED P131 AT JAMB 1/2" TO ALLOW SHUTTER p INSTALLATION PRIOR TO PROVIDE CORNER BEAD EQUIPMENT SCREEN MUD AND TAPE TRIM PAINTED P131 AT OWNER FURNISHED GC JAMB TO ALLOW SHUTTER INSTALLED 13088 REGISTERED SHUTTER TRACK BY INSTALLATION PRIOR TO CNITEC OVERHEAD ROLLING MUD AND TAPE CLOSURE INSTALLER(QMI) OWNER FURNISHED,GC 6"METAL STUD - INSTALLED MILLWORK MARIAH MEYER 6"METAL STUD 1�• STATE OF WASHINGTON 3"x3"x3"14 GA CLIP 3'3`x3"14 GA CLIP FROM EDGE OF COUNTER ANGLE ATTACH TO ANGLE ATTACH TO 09/24/2025 JAMB WITH(6)#10 TEK JAMB WITH(6)#10 TEK OWNER FURNISHED,GC SCREWS AND TO SCREWS AND TO INSTALLED HORIZONTAL CONCRETE WITH(3) CONCRETE WITH(3) BUMPER 31i6"xi 3l4"CONCRETE 3/16"x1 3/4"CONCRETE SCREW ANCHORS SCREW ANCHORS SHUTTER TRACK BY i- - - OVERHEAD ROLLING CLOSURE INSTALLER i (QMI) o PHARMACY - - - - - - - - - - - - - - - - - - - - - - - - - SECTIONS HATCHED AREA INDICATES AND DETAILS SHUTTER HOUSING 1/2° 20'-„1/2"FINISHED OPENING 20'-„1/2"FINISHED OPENING 1/2" 2'-9 1/2" JAMBS AT COILING SHUTTER SECTION @ CHECKOUT G L SHEET: �: ( PH2 • ARCHITECT OF RECORD: BAR ARCHITECTURE,INC 8131 METCALF SUITE 300 !n O n �ww n aOzq o o W O iC��pwnz3 '2La 3t Dgrcaw�OWw O z 3V jM� z€H H �rc d �o3z3�omm°or �nzg f~i1 ��78ot&o a- wad F Q F z Z O U 00 N 0 W 00 Q° a �o � z°o moo` Z a V u z o Z zFW o �o Job N Qo Z 0 ISSUE BLOCK CHECKED BY:JCM KO DRAWN BY: TMG PROTO CYCLE: 05/30/25 COORDINATE ROUTE OF PNEUMATIC TUBE DOCUMENT DATE: 09/03/25 WITH SUPPLIER FOR INSTALLATION OF SUPPORTS REF 4-PH2.1 8"xi6 GAUGE CEILING _ JOISTS 24"OC PROVIDE SOUND UNISTRUT STRAP PNEUMATIC TUBE ATTENUATION INSULATION - FOR PNEUMATIC SECURED TO JOIST IN THE FLOORS,WALLS, TUBE AND CEILING OF THE BLOWER ENCLOSURE 112"GYP BOARD ON 1/2"PLYWOOD.STOP PLYWOOD SUBSTRATE BLOWER'ROOM ABOVE ACT CEILING REF AND CONTUNUE WITH STRUCTURAL 4'-0"X 2'-0"ACCESS PANEL - _ - 1/2"GYP BOARD HINGE AT TOP PAINT r BLOWERS PLACED 1/2"FIRE RETARDANT TO MATCH WALL COLOR, ON RUBBER PLYWOOD ON 22 REF A6.1 AND SPEC 08311. ISOLATION PAD - GAUGE B-DECK 8'S08 GAUGE CEILING _. . JOISTS 24"OF ATTACHED TUBES PERPENDICULAR TO JOIST TO STUDS WITH(4)#10TEK - - - SCREWNS EACH REF REF 9-A6.1 SIM AND NOTE: �GC ToVERIFYCORRECT REF11-A6.1 z 1308T�4� ERED REFER IM PLANS ORIENTATIONOFTUBE WITH COORDINATE RESTROOM PH2.1 TECT FOR NUMBER OF TUBE SUPPLIER PRIOR TO PNEUMATIC TUBES INSTALLATION HVAC REFERENCE NOTE: 2'-0• MECHANICAL ACCESS PANEL VERIFY PAINT UNISTRUT _ OPENING AT 11'-0 AFF AND PNEUMATIC PHARMACY PNEUMATIC TUBE INSTALLER CEILING HIGH GYP BOARD �1ARIAH MEYER TUBES WHERE SHALL PROVIDE SEISMIC EXPOSED T SALES _ _ _ _ _ CEILING F 6"METAL NOTE: - LL STATE OF WASH NGTON BRACING IN ACCORDANCE 18 GAUGE STUDS AT - JOIST REF 9-A6.1 HINGE ACCESS DOOR .r T FLOOR P131 - PRARMACY TOILET WITH SEISMIC ZONE 24"OC _ `•^ � - AND REF 11-A6.1 AT TOP o REQUIREMENTS AND AS REF PLAN FOR 09/24/2025 REQUIRED BY STATE OR LOCAL UNISTRUT STRAP FOR PARTITION TYPES, - w COORDINATE RESTROOM ORDINANCES PNEUMATIC TUBE NOTE: -" - - - --- - - - ------- HVAC REFERENCE 10 GAUGE 6x6 WELDED W IRE ALL PHARMACY _ MESH ATTACHED TOP OF _OWNER FURNISHED GC MECHANICAL PNEUMATIC TUBE 2'-0" RESTROOM AND ? ` CEILING JOISTS WITH 1l4" BLOWER ENCLOSURE -INSTALLED PAPER TOWEL .I CLAMPS AND 8x1"SELF PARTITIONS TO BE 18 - DISPENSER_ _ 0° ! MOUNT BLOWERS ON WHERE PNEUMATIC TUBES o w ,1 WEARWELL MODEL TAPPING SCREWS _ _ SALES FLOOR 497.58x2x3BK PENETRATE AN EXISTING OR GAUGE - - - NEWWALLPROVIDEASHEET O I ISOLATION PAD OWNER FURNISHED GC . - m UNISTRUT SPAN FROM METAL CLOSURE ON SALES "8"xl6GAUGE NOTE: INSTALLED SOAP - - o O I ' FLOOR SIDE.PAINT CLOSURE SEAL AND INSULATE ALL "{II `� DISPENSER_ _ ~ PROVIDE SOUND JOIST TO JOIST SECURE TO MATCH ADJACENT WALL8"x16 GAUGE PENETRACTIONS IN -U_ ._ - .I ',, .. FLOORS, TO rm WALLS,AND CEILING OFPHARMACY OIS OTTOM CHORD OF COLORCEILING JOISTS BLOWER ENCLOSURE BLOWER ROOM 24"OC WALLS,FLOOR,ANDCEILING 2'0" 2'0"OPENING IN, BLOWER ENCLOSURE LOWS REFERENCE SHEET 4'0"X2'-0„LOCKABLE .I .] "i CEILING BLOWER UNISTRUT SUPPORT NOT TO A5.1 AND A5.2 FOR ACCESS PANEL,HINGE �. AT TOP.PAINT TO EXCEED 8'0'OC MAXIMUM FIXTURE MOUNTING _ 3 MATCH WALL COLOR. I REF STRUCTURAL HEIGHT J" PH2.1 UNISTRUT PLACED 3" REF A6.1 AND SPEC MAXIMUM FROM PANEL 08311. POINT TUBES PARALLEL TO JOIST SINK WITH APRON m TUBE HANGER BLOWER ENCLOSURE SECTION BLOWER ROOM SECTION BLOWER ROOM FLOOR PLAN SHEFT U 12„ -o„ U ,,, -0„ ,/2„ -0„ U „2„= P H 2.1 DEMOLITION NOTES SHEET NOTES 1. ALL WALL COVERING TO BE REMOVED FROM 1. ALL ELECTRICAL WORK INCLUDING DATA AND EXISTING WALLS.PATCH AND REPAIR ALL POWER DISCONNECTION BY GC. GYPSUM BOARD SURFACES TO MATCH 2. REMOVAL OF POWER POLES AND ADJACENT AND READY TO RECEIVE FINISHES. REINSTALLATION OF NEW POLES BY GC.DATA ARCHITECT OF RECORD: ITEMS TO BE RELOCATED FROM THE EXISTING VISION CENTER:STORE PLANNING TO 2. REMOVE ALL ELECTRICAL OUTLETS ABOVE LINES BY SUPPLIERS. a 3Ri RETCALFECTURE Uj Inc RELOCATE EQUIPMENT.GC TO RELOCATE MILLWORK AND CONNECT TEMPORARY EXISTING SLAT WALL.REMOVE OUTLET BOX, 3. GENERAL CONTRACTOR RESPONSIBLE FOR ALL SUITE 300 POWER.WM TO INSTALL TEMPORARY DATA.COORDINATE WITH VC MANAGER. CONDUIT,AND ELECTRICAL WIRE BACK TO ELECTRICAL AND PLUMBING WORK. oveRwxo rA ..... NEAREST J-BOX.CAP WIRE AT J-BOX. 4. GC RESPONSIBLE FOR ANCHORING ALL .......e..a.�n.�om CURRENT POS CASH WRAP: PATCH AND REPAIR WALL TO MATCH ADJACENT. MILLWORK TO PREVENT OVERTURNING, TEL.113 REGISTER REFERENCE MILLWORK SUPPLIERS r.....3-zsz-... PIN PAD INSTRUCTIONS FOR CLEAT HEIGHTS. SCANNER P FC NOTES 5. CAULK ALL COUNTERS AND BACKSPLASHES TO PRINTER/FAX THE WALL CISCO PHONE 1. WORK SHALL BE ACCOMPLISHED IN A MANNER 6. PATCH AND REPAIR WALLS AT ANY REMOVED BLACK BOX FOR HIPAA STORAGE OR SHREDDER THAT WILL NOT AFFECT CURRENT VISION ELECTRICAL BOXES. IPADS 7. ALL NEW COUNTERS,CASEWORK,SHELVES, CENTER OPERATIONS. MILLWORK,DISPENSERS,ARE TO BE FITTING TABLE: 2. ALL NECESSARY PRECAUTIONS SHALL BE TAKEN FURNISHED BY WALMART AND INSTALLED BY GC. • ONE BOSS TERMINAL WITH PRIVACY SCREEN TO PROTECT VISION CENTER EQUIPMENT 8, COMPUTER SYSTEMS AND EQUIPMENT • 2-3 CHAIRS DURING REPAIR WORK. FURNISHED AND INSTALLED BY OWNER UNO. • PATIENT MIRRORS 3. GENERAL CONTRACTORS SHALL LEAVE VISION g, INTERIOR PLAN DIMENSIONS ARE TO FACE OF w ooF�u°°3V CENTER IN A CLEAN AND OPERATIONAL MANNER FINISH AT EXISTING WALLS. FILING CABINETS: AT THE END OF EACH WORK SESSION. 10.IF SOUND ATTENUATION INSULATION DOES NOT 2 DRAWER FILING CABINET FOR CURRENT PATIENT RECORDS AWAITING 4. PATCH AND REPAIR ANY EXISTING DAMAGED EXIST IN EXISTING EXAM ROOM WALLS O � 3o¢aprcw�°rcm ORDER PICK UP/CAN ALSO BE USED FOR STORAGE OF CONTACT LENSES WALLS AND PREPARE TO RECEIVE FINISHES TO ADJACENT TO RESTROOM,INSTALL Z MATCH ADJACENT EXISTING WALL. CONTINUOUS SOUND ATTENUATION INSULATION O 3�¢w�poa°HOB° CABINET: FLOORTOCEILING. Sao • ONE TRAY PROCESSING LOCKING CABINET TO STORE DISPENSING TRAYS FOR 11.IF SOUND ATTENUATION INSULATION DOES NOT g 3 a�8 H PATIENT ORDERS/CAN ALSO BE USED FOR STORAGE OF CONTACT LENSES $o $m G„�_ Hit. EXIST IN EXISTING EXAM ROOM CEILING, a W�" ,og5 IN STALL NEW SOUND ATTENUATION INSULATION N €� $o�&$�c`W-"n"rc5€ OPTICAL EQUIPMENT: ABOVE THE CEILING. LENSOMETER 12.UNLESS FLOOR BOXES ARE STILL IN SERVICE FRAME WARMER EXISTING FLOOR BOXES IN VISION CENTER TO CURRENT TOOLS FOR ADJUSTMENTS(TOOLS,SCREWS,PARTS,ETC) BE ABANDONED,REF ELECTRICAL FOR ULTRASONIC CLEANER DEMOLITION OF EXISTING CIRCUITRY. TRACER REMOVE AND INFILL ABANDONED FLOOR PUPILOMETER RECESSED ELECTRICAL AND DATA OUTLETS. TC70 OR MC40 PATCH AND REPAIR SUBSTRATE FOR NEW FLOOR FINISHES. SPACE ON CASH WRAP AREA TO DISPLAY: 13.ALL NEW WALLS IN OPTICAL SALES SHALL HAVE LICENSES(VC AND OPTICIAN LICENSES AS REQUIRED BY LAW) 1/2.PLYWOOD UNDER 1/2"GYPSUM BOARD. rn HOURS OF OPERATIONS SIGN 14.PATCH AND REPAIR ALL WALL AREAS TO MATCH z HIPAA,LEP,ADA AND OTHER COMPLIANCE SIGNS ADJACENT SURFACES AND FINISHES.NEW WALL F OWNER PROVIDED AND SURFACES IN OFFICES TO RECEIVE MATCHING INSTALLED SI PROVIDED BY ORANGE PEEL TEXTURE IF EXISTING. w 15.INSTALL BASE AFTER INSTALLATIONS OF OWNER Z SUPPLIERS FURNISHED CABINETS. RELOCATED 16.RELOCATE EXISTING PAPER TOWEL AND SOAP TEMPORARY JOB TRAY DISPENSERS. PRIVACY WALL RELOCATED RELOCATED TEMPORARY 17.PAINT ALL HOLLOW METAL DOORS AND FRAMES FURNISHED BY FILE CABINETS CASHWRAP SECURITV PARTITION, P162 INCLUDING DOCTORS AREA.DO NOT PAINT WALMART PLASTIC DOOR SLABS. REF 3-D1 18.ALL WOOD MATERIAL SHOWN IN DETAILS ON P162 THIS SHEET SHALL BE FIRE RETARDANT REF SPECS FOR DOOR O N 0 r� TREATED WOOD(FRTW)IN ACCORDANCE WITH O O CID INFORMATION. RELOCATED ,._ INTERNATIONAL BUILDING CODE SECTION 603.1. O 0 PAINT LINE AT 14'-0"AFF FITTING 11 O it `�. ,'� �� THIS INCLUDES ALL REFERENCES TO Q TABLE ° \ �' ;; "BLOCKING","NAILERS","PLYWOOD", 4'-6" "SHEATHING",AND IF APPLICABLE"WOOD o 5 ° u �L STUDS". Z o O VC1.1 --------� 19.DO NOT/PRETDISTURB PRETEST. DOCTORCAREFULLY INTAR ENTAROUND ^O� P209 � 4 Ir--------------------------- --------�� IN EXAM/PRETEST.CAREFULLY PAINTAROUND v AND DO NOT REPLACE FLOOR TILE THAT WOULD D. a;� DISTURB DOCTORS EQUIPMENT. O z ^� 20.PROVIDE ADEQUATE PROTECTION FOR U�/ ��o N :S EQUIPMENT. u Q v�i LEDGE SYSTEM, I I V W Z m REF7-AS I I Z Z W ALLIGN BOTTOM OF" F w LEDGE WITH OPENING.• I I \\ V1 Q Joy I 2'-1 1" 18'-5 1I2" 2'-0" 6-0" 7'-71I2" `1 N N to _= z m EXTERIOR ELEVATION TEMPORARY VISION CENTER PLAN ISSUE BLOCK 4 4"=,._0" J 1/4"=,._0" WALLMART WILL REMOVE ALL EQUIPMENT.COORDINATE REMOVE ALL PVC FLOORING REMOVE ALL CEILING TILES,REPAIR ANY EQUIPMENT RELOCATION AND REINSTALL. ON OPTICAL SALES FLOOR CEILING GRID TO REMAIN.REMOVE COORDINATE Y THE REMOVAL OF ALL EQUIPMENT WITH WHERE SHOWN HATCHED. FLOOR FINISHES AND PREPARE STORE SET-UP TEAM/REX AND VC MANAGER EXISTING CONCRETE FLOORING CONCRETE FOR FINISHES.REMOVE TO BE EXPOSED. WALL BASE AND WALL GUARDS, ��^\ EXISTING FLOORING TO REMAIN IN 6 6 REF PREPARE WALLS FOR FINISHES. DOCTOR'S OFFICES.EXISTING CEILING GRID TO REMAIN.EXISTING WALL GUARDS TO REMAIN 5-VC7.1 4-VC1.1 FV ---------------- I I _____ ___________________________________________________ - "SANTAMARGHERITA" 700A QUARTZ LYSTKAMM `� 6,, i I�LINE OF TRANSITION `� I CHECKED BY:JCM KO ___ ......... --- --- ---- - ------ -- ` I i f-/'- T=L /�__T �� /-1-< / DRAWN BY: TMG C+•6 I / / / / / / / // / / // / / // /// // I C.6 PROTO CYCLE: 05/30/25 CEILINGFEATURE, L_� L_� �_� / / / / - % 7- ---- ---------- ----- ------- --T REF SHEET VC'1.2 `� I / // / / // / / ASHWRAP,FITTING TABLE,AND JOB /TRAY TO BE RELOCATE AND USED AS DOCUMENT DATE: 09I03125 REFERENCE PLAN FOR LOCATIONS OF TRANSITION STRIP, e m 1 _J TRANSITION -T / // / / J/_ TEMPORARY KIOSK;REF 3-VC if/ //// / //J�• 700 OPTICAL SALES I / / / -� WAKING WALLS n I •PAINT ALL WALLS P207,UNO. LL_JVE /T /� '� / / / T / /� DISPENSING TABL / / / BULKHEAp TO I� / / / / / V / / Y REMAIN lT-- e OPTICAL rr / / �J / / / / / / / / •ACCENT WALL COLOR,P208. n REF 7-VC2 o o ', LL O SALES •INSTALL BASE RB5. > -J 700 •MATCH ADJACENT WALL TEXTURE FOR 48"x48"CLEAR NEW WALLS. C'2 /f- FLOOR SPACE - - C'2 FLOOR LL_J CREDENTIALS -^ U- i 5'-0"DIAMETER ___ __ GC INSTALLED _______ �f/ N SAL OPTI/ SAL //// //T//// •REMOVE ALL PVC FLOORING.EXISTING j / / C� E / - / / III /REMOVE CASEWORK CONCRETE TO BE POLISHED CONCRETE. �' --- • OW P TRANSITION STRIPS REFERENCE 8-VC2. 4-VC1.1 � OWNER FURNISHED, CEILING _ 'v i'TURNAROUND I� •INS TALL ALL ACT3 TILES AND l l / / / / COUNTERTOPS AND FIXTURES, Y INTERMEDIATE TEES,AS REQUIRED FOR RECEPTION LIGHT FIXTURES. 708 - ,_ U / /_�_ REPAIR WALLS TO RECIVE •PAINT EXIST INGGRID PB. O - i> t' r_1_ y_ �y / / // / / // 'NEW FINISHESWHERE DAMAGED. / V ( ) r --• o / / / / / PICAL IN ALL SALES AREAS. •REFERENCE ELECTRICAL AND MECHANICAL FORLIGHTAND DIFFUSER LOCATIONS. // 4'-0"HIGH ALUMINUM 1'-6 4'-6" T-0" •REFERENCE FIRE PROTECTION FOR 54"x60"CLEAR MODIFICATIONS TO THE SPRINKLER CORNER GUARD FLOOR SPACE SVSTE TYPICAL ALL OUTSIDE M. •INSTALL CEILING FEATURE,EXISTING GRID CORNERS P208 "SANTAMARGHERITA" 48"x48" ❑ ✓ / // rl_f _�/ 1 ,�_L7� / / // IX ❑ - �. / TO REMAIN. HALLWAY PRETEST ✓ / /< / / / / / \/ QUARTZ LYSTKAMM CLEAR ✓ J/ / ✓' •REF SHEET SA7 FOR CEILING SCHEDULE. CONTACTS 704 703 �° U TOPS FLOOR /I / / / 1 <� // ✓ SPACE /- ` y� 1'I l ' / / / �/ / Q / / / 13088 REGISTERED MILLWORK J 702 48"x48"CLEAR I •ALL OWNER FURNISHED,GC INSTALLED FLOOR SPACE /i / / // / / / / / // / / /✓ ARCHITECT CASEWOR ----- ® r-�-- y�// / //// / //// //// 14 --------i SEILING ,REF--i 700B I// / //// / //// / //// / a'r MARIAH MEYER 2-VC1.1---- -----�-� 54"x60"CLEAR FEATU 701 ADJUSTMENTS 705,706 VISION EXAM:702 CONTACTS.703 STATE OF WASHINGTON FLOOR SPACE VC1.2 / / / / PRETEST.704 HALLWAY.707 WAKING.708 EXISTING DOORS / / / / / L WALLS RECEPTION --- WALLS TO REMAIN,TYP '� / 1_ / / / / / J_ / / L •PAINT ALL WALLS P207,UNO. • ✓ - -{- 7 / / - REMOVE PORTION --____- yt 09/24/2025 •INSTALL BASE RBs WALLS EXISITING EXAM `--- - ' ' � / / / / OF WALL •PAINT ALL WALLS P207,UNO. ARMSTAND,TYP _---_ ---__ _____ FOR DOOR.REF 2-VC7 FLOOR •PLASTIC BASE IS EXISTING TO REMAIN. 54"x60"CLEAR � ��' // / //// / / // / / / •REMOVE ALL PVC FLOORING AND REPLACE REPLACE DAMAGED PORTIONS. FLOOR SPACE / / / / / W/LVT2P •REPAIR DAMAGED WALLS. 54"x60"CLEAR / / // / / // / / /I/ •TRANSITION STRIPS REFERENCE 8-VC2. FLOOR SPACE _ 7 VC / / / / / / / REMOVE ALL PVC FLOORING FLOOR -- AT ADJUSTMENTS ROOM CEILING EXISTING LAMINATE TO REMAIN. / / // / / // / / /� WHERE SHOWN HATCHED •INSTALLALLACT3 TILES AND EXISTING EXAM - ADJUSTMENTS p INTERMEDIATE TEES,AS REQUIRED FOR CEILING CHAIR,TYP 701 /!//�/y/!//-�/-t /- /-�/i`/ VISION NEW LIGHT FIXTURES. INSTALL ACT3 TILES AND INTERMEDIATE •PAINT EXISTING GRID(P8). TEES,AS REQUIRED FOR LIGHT FIXTURES. B.I EXAM#2 EXAM#1 F� / / •SE AN URI YGLO LESES,AND DIFF SPRINKLER PAINT EXISTING GRID(P8). l 706 70s (� /- //// r_%_/_ y� _L -/ CENTER SECURITY GLOBES,AND SPRINKLER •CLEAN AIR GRILLES AND DIFFUSERS, T T T `�F' HEADS.REPLACE ANY DAMAGED ITEMS. SECURITY GLOBES,AND SPRINKLER / / •INSTALL LED LIGHT FIXTURES IF EXISTING HEADS.REPLACE ANY DAMAGED ITEMS. B ARE NON-LED,CLEAN ALL EXISTING LED INSTALL LED LIGHT FIXTURES IF EXISTING LIGHT FIXTURES. ARE NON-LED.CLEAN ALL EXISTING LED REMOVE COUNTERTOPS, •REF SHEET SAi FOR CEILING SCHEDULE. LIGHT FIXTURES. MILLWORK AND PLUMING •M REF SHEET SAI FOR CEILING SCHEDULE. FIXTURES ILLWORK •ALL OWNER FURNISHED,GC INSTALLED MILLWORK CASEWORK. •EXISTING CASEWORK TO REMAIN,UNO. VISION CENTER PLAN VISION CENTER DEMO PLAN"=1' SHEETVC 1 2 1/4 -0" 1 1/4"=V-0" • ARCHITECT OF RECORD: BAR ARCHITECTURE,INC 8131 METCALF SUITE 300 � O n �ww n aOzq o o W O iC��pwnz3 '2La 3t Dgrcaw�OWw O z 3V jM� z€H H �rc d �o3z3�omm°orCnzg f~i1 ��78ot&o a- wad F Q F z Z O U 00 N 0 W 00 Q° a �o � z°o moo` Z a V u z o Z zFW o �O Job N Qo Z 0 FIELD VERIFY 6'-10" 1/8• 1'-3" 2'-6" 2'-6" 2'-6" 2'-6" 2'-6" ISSUE BLOCK FILLER PANEL Ilk 2 1 EQ EQ VC2 VC2 OWNER FURNISHED,3RD MODULAAR FEATURE WITH 2"X 3/4" PARTY INSTALLED 55"DIGITAL WOODEN SLATS PRE SPACED 2" DISPLAY MOUNTED VERTICALLY APART FURNISHED BY OWNER, OWNER FURNISHED, _ INSTALLED BY GC o GC INSTALLED I I OWNER FURNISHED _ MILLWORK GC INSTALLED MIRROR OWNER FURNISHED 3RD PARTY I1-- OWNER FURNISHED, DIGITAL DISPLAY MOUNTING UF--- INSTALLED 55"DIGITAL DISPLAY IMPULSESUNBRACKET OWNER FURNISHED, MOUNTED VERTICALLY FIXTURE GC INSTALLED OWNER FURNISHED,GC INSTALLED N COUNTERANDBACKSPLASH :::� H I PDATA AND ELECTRICAL RECEPTACLES CREDENPUIL8 DIMENSIONS ADDED FOR D CLARIFICATION OF DATA AND OWNER FURNISHED, I I I OPEN TO WAITING ELECTRICAL RECEPTACLES ---- - 6 GC INSTALLED CHECKED BY:JCM KO o = _ COUNTERSUPPORT N BRACKET — - 4'-0"HIGH ALUMINUM CORNER _ GUARD TYPICAL ALL OUTSIDE DRAWN BY: TMG CORNERS 4 PRE FINISHED PROTO CYCLE: 05/30/25 DOCUMENT DATE: 09/03/25 4 5 3 RB5 VC2 VC2 VC2 2'-11" 3'-4" 2'-6" 3'-8" ADJUSTMENT ELEVATION OPTICAL SALES ELEVATION ENTRY ELEVATION 5 2" 8 1 OWNER FURNISHED, OWNER FURNISHED,GC OWNER FURNISHED,GC FRAME BOARD WITH OWNER FURNISHED, OWNER FURNISHED, FRAME BOARD WITH OWNER FURNISHED, FRAME BOARD WITH GC INSTALLED SLAT INSTALLED SHADOW BOX. INSTALLED FRAM BOARD ACRYLIC DISPLAY GC INSTALLED MIRROR, GC INSTALLED ACRYLIC DISPLAY SHELVES P207 GC INSTALLED MIRROR ACRYLIC DISPLAY SHELVES WALL FIXTURE MOUNT 518"HIGHER THAN WITH ACRYLIC DISPLAY SHELVES FURNISHED BY TYP ACCESSORY FIXTURE FURNISHED BY OWNER, FURNISHED BY OWNER, OWNER FURNISHED,GC COUNTER FOR ACRYLIC SHELVES OWNER,INSTALLED BY GC INSTALLED BY GC INSTALLED BY GC `13088 REGISTERED INSTALLED FRAME BOARD EQ EQ E 6 WITH ACRYLIC DISPLAY SHELVES VC2 ARCHITECT - �1ARIAH'1EYER STATE OF WASHINGTON 09/24/2025 2" 2' - VISION RB5 - CENTER ELEVATIONS OWNER RBS RB5 OWNER FURNISHED, OWNER FURNISHED, INSTALLED MILLWORK C RBS INSTOWNEALLED MILLWORK C RB5 I' GC INSTALLED �GC INSTALLED EQ EQ �S' MILLWORK MILLWORK 11'-5" 1'-101/2" T-111/2" 1'-101/2" T-31/2" 1'-101/2" 3'-0" EQ�EQ 7'-10" 9" 3'-11" �6' OPTICAL SALES ELEVATION OPTICAL SALES ELEVATION OPTICAL SALES ELEVATION OPTICAL SALES ELEVATION SHEFT 1/2"=1'-0" :2 ) ` ' / 1/2"=1'-0" V C 1 1 a • ARCHITECT OF RECORD: BAR ARCHITECTURE,INC 8131 METCALF SUITE 300 � O n �ww n aOzq o o W O iC��pwnz3 '2La 3t Dgrcaw�OWw O z 3V jM� z€H H �rc d �o3z3�omm°orCnzg f~i1 ��78ot&oa- wad F Q F z Z O U 00 N 0 W 00 Q° a �o � z°o moo` Z CEILING GRID AND TILES //II'�►Q O N PERIMETER V W Z m SOFFIT LU LAMLITE CEILING Z F w BEAMS (n O Joy 10'-0" LL N AFF o V g z z T �7 OWNER FURNISHED,GC INSTALLED SUSPENDED qj CEILING FEATURE.LAMLITE SUSPENDED CEILING FEATURE DETAILS ARE PROVIDED FOR REFERENCE AND BIDDING PURPOSES ONLY BASED ON SUPPLIERS PROTOTYPICAL DESIGN.REFER TO SUPPLIERS 1'-0'• ISSUE BLOCK INSTRUCTIONS AND SUPPLIERS ENGINEERED SUSPENDED LED DRAWINGS FOR INSTALLATION OF CEILING FEATURE TYR LINEAR SLOT LIGHT FOR YOUR SPECIFIC LOCATION. REF ELECTRICAL ENSURECEILING TWIST CLIP FOR EXISTING PANELS LAY FLAT 15/16"CEILING GRID CEILING LINE AT TWIST CLIPS CEILING GRID IS EXISTING TO REMAIN,VERIFY CEILING GRID IS LEVEL AND SQUARE PRIOR TO BINDING BINDING ATTACHMENT OF CEILING FEATURE.CONTACT POST SCREW POST SCREW WALMART CM IF THE EXISTING CEILING GRID REQUIRES CORRECTIN.ENSURE ALL CEILING 1/4-20 PAN - 1/420 PAN HEAD TILES LAY FLAT AT TWIST CLIPS AND THE GRID IS HEAD BOLT - BOLT WITH LOCK LEVEL AFTER CEILING FEATUREIS INSTALLED. WITH LOCK WASHER GLOBE PENDANT LAMLITE CEILING FEATURE,IN WASHER LIGHT FIXTURE ACCORDANCE WITH UL 1975 CEILING FEATURE(S)ARE OWNER U-CHANNEL REF ELECTRICAL EPS: FURNISHED,GC INSTALLED. U-CHANNEL FLAAAME SPREAD:<25 COORDINATE MODIFICATIONS TO SMOKE DEVELOPED:<450 FIRE PROTECTION WITH ENGINEER PAINTS AND LAMINATES APPLIED TO EPS: 6'-0" 16'-4" LAMLITE FLAME SPREAD:<25 CEILING BEAM SMOKE DEVELOPED:<450 CHECKED BY:JCM KO q. 1 1/2" ': .'2 DRAWN BY: TMG ...... ...o.... ......... ........ .... ...... 2 NNWN 0 0 0 VC1 2 — �.6 PROTO CYCLE: 05/30/25 POWER POLES 6'-6" DOCUMENT DATE: 09/03/25 AFF LEDGE SYSTEM, REF 7-A5 LAMLITE CEILING FEATURE - DIRECT MOUNT 3 0 - C.2 3 CEILING GRID AND TILES POWER POLES 0 0 10'-0" _ II II II I I 11.1111 II AFF ACT 3 PANELS AND INTERMEDIATE TEES,AS REQUIRED FOR NEW LIGHT 4-2" 10-0 _%- --------- FIXTURES.EXISTING GRID TO REMAIN.CLEAN AND PAINT 4 ° - PERIMETER SOFFIT GRID REF SHEET SA1, C LAMLITE TYP ALLLL ETR Lr 10 1/2' CEILING BEAMS 2 VC1.2 BOTH ENDS TYPICAL U-CHANNEL MENDING PLATE U-CHANNEL 0 n �1 VC7.2 PLAN 51/2" 1/4-20 PAN HEAD BOLTS THIS SHEET IS INCLUDED FOR INFORMATIONAL TWIST CLIP FOR PURPOSES ONLY AND IS 15/16"CEILING GRID NOT TO BE SIGNED REFLECTED ELEVATION OWNER FURNISHED,GC INSTALLED SUSPENDED — B,� CEILING CEILING FEATURE.LAMLITE SUSPENDED CEILING FEATURE DETAILS ARE PROVIDED FOR REFERENCE AND GLOBE PENDANT PLANS AND BIDDING PURPOSES ONLY BASED ON SUPPLIERS LIGHT FIXTURE U-CHANNEL SPLICE CONNECTION PROTOTYPICAL DESIGN.REFER TO SUPPLIERS REF ELECTRICAL B DETAILS INSTRUCTIONS AND SUPPLIERS ENGINEERED DRAWINGS FOR INSTALLATION OF CEILING FEATURE (FOR FOR YOUR SPECIFIC LOCATION. 6'-6" REFERENCE AFF ONLY) LAMLITE CEILING FEATURE - DIRECT MOUNT REFLECTED CEILING PLAN D SHEFr�� VC 1 . 2 • ARCHITECT OF RECORD: BAR ARCHITECTURE,INC 8131 METCALF SUITE 300 � O n �ww n aOzq o o W O iC��pwnz3 '2La 3t Dgrcaw�OWw O z 3V jM� z€H H �rc d �o3z3�omm°or �nzg f~i1 ��78ot&oa- wad F Q F z Z O U 00 N 0 W 00 Q° a �o � z°o moo` Z a V u z o zZ FLu o �o Job N Qo Z 0 ISSUE BLOCK CEILING GRID IS EXISTING TO REMAIN,VERIFY CEILING GRID IS LEVEL AND SQUARE PRIOR TO ATTACHMENT OF CEILING FEATURE.CONTACT 6 9 ( 7 1 WALMART CM IF THE EXISTING CEILING GRID Y REQUIRES CORRECTIN.ENSURE ALL CEILING TILES LAY FLAT AT TWIST CLIPS AND THE GRID IS LEVEL AFTER CEILING FEATUREIS INSTALLED. REFERENCE MECHANICAL, TYPE 87 LIGHT FIXTURES ARE TO ELECTRICAL,AND FIRE BE ORIENTED AS SHOWN AND PROTECTION FOR ADDITIONAL CENTERED WITH THE 2x2 AREA INFORMATION. OF THE CEILING TILE LINO LIGHTING AND ADD INTERMEDIATE ACT GRID HVAC REF MEP, AT NEW 212 LIGHT FIXTURES TYP CHECKED BY:JCM KO ..................................................................... ..................................................................... .....................................................................:. DRAWN BY: TMG PROTO CYCLE: 05/30/25 POWER POLES DOCUMENT DATE: 09/03/25 0 0 0 - C.2 0 0 0 0 0 POWER POLES 0 CEILING FEATURE,REF SHEET VC1.2 o \�+// 13088 REGISTERED 0 ARCHITECT r,+ARIAH n� i R o o 0 o STATE OF WASHINGTON 09/24/2025 NEW ACT 3 PANELS AND INTERMEDIATE TEES AS REQUIRED FOR NEW LIGHT REFLECTED FIXTURES.EXISTING GRID TO REMAIN.CLEAN AND PAINT — g,1 CEILING GRID(P8).REF SHEET SA1, TYP FOR ALL EXISTING PLANS AND ROOMS B DETAILS REFLECTED CEILING PLAN SHEFT. �� VC1 .3 • ARCHITECT OF RECORD: BAR ARCHITECTURE,INC 8131 METCALF SUITE 300 � O n �ww n aOzq o W O iC��pwnz3 '2La 3t Dgrcaw�OWw O 3V o z€ €€ H z �rc d �o3z3�omm°or �nzg f~i1 ��78ot&o a- wad F Q F V) Z O U 00 N 0 W 00 Q° �Q �o � z°o ALIGN TOP OF SLAT WALL FIXTUREz—WITH CLEAT ADJACENT NS ME FURNISHED Q 6 N CLEAT DIMENSIONS FURNISHED ARE FOR REFERENCE,CONFIRM Z Z W CLEAT MOUNTING HEIGHTS WITH F of SUPPLIERS INSTRUCTIONS J 07 O UU �Z� m 0 e ISSUE BLOCK OWNER FURNISHED GC INSTALLED SLAT WALL FIXTURE iQ OWNER FURNISHED GC _ INSTALLED CLEATS,TYP OF(3) CLEAT DIMENSIONS FURNISHED ARE FOR AS APPLICABLE OWNER FURNISHED,GC INSTALLED REFERENCE,CONFIRM CLEAT MOUNTING DOOR AND FRAME AS ALUMINUM TRANSITION STRIP,ALIGN SCHEDULED LEADING EDGE OF TRANSITION STRIP HEIGHTS WITH WITH THE BULKHEAD ABOVE WHERE SUPPLIERS APPLICABLE.REF SPECIFICATIONS FOR INSTRUCTIONS INSTALLATION RESPONSIBILITIES. CONCRETE SLAB L J LVTIPVC�(OR FLOORING RB5 CHECKED BY:JCM KO DRAWN BY: TMG PROTO CYCLE: 05/30/25 r J DOCUMENTDATE: 09/03/25 FLATHEAD MILLWORK ACCESSORY COUNTER-SUNK SCREWS AT PRE-DRILLED LOCATIONS SLAT WALL FIXTURE (OWNER FURNISHED, OTRANSITION STRIP O GC INSTALLED) 7 12"-1 6 -1 2'_1" ADJUSTMENTS v 2'-1" 13088 OFFICES OMNOVA"SNOWFALL" — REGISTERED 2' 1" COUNTERTOP AND ARCHITECT OMNOVA"SNOWFALL" OMNOVA"SNOWFALL" BACKSPLASH COUNTERTOP AND COUNTERTOP AND 1'01/2" BACKSPLASH BACKSPLASH " OWNER FURNISHED GC CONTINUOUS SEALANT OWNER FURNISHED GC CLEAT DIMENSIONS INSTALLED COUNTER AND INSTALLED CLEATS,TYP a FURNISHED ARE FOR MARIAH MEYER CONTINUOUS SEALANT BACKSPLASH OF(2) REFERENCE,CONFIRM STATE OF WASHINGTON CLEAT MOUNTING CONTINUOUS SEALANT OWNER FURNISHED GC [ARE LEAT DIMENSIONS FURNISHED HEIGHTS WITH 8" SUPPLIERS INSTALLED COUNTER FOR REFERENCE,CONFIRM09/24/2025 AND BACKSPLASH LEAT MOUNTINGHEIGHTS WITH INSTRUCTIONSUPPLIERS INSTRUCTIONS OWNER FURNISHED OWNER FURNISHED GC — GC INSTALLED INSTALLED COUNTER OWNER FURNISHED GC CLEATS,TYP OF(2) AND BACKSPLASH IOWNER FURNISHED GC OWNER FURNISHED GC INSTALLED UPPER CABINET INSTALLED COUNTER INSTALLED SINK AND 1BRACKET PER SUPPLIERS - �i OWNER FURNISHED BASE CABINET n IINSTRUCTIONS,SECURED I SECURED TO STUDS, GC INSTALLED UPPER TO STUD FINAL CONNECT BY GC a CABINET a LL VISION OWNER FURNISHED KNEEAND 4 CENTER GC INSTALLED BASE TOE RB5 °p CABINET CLEARANCE SECTIONS KNEEAN CLEARANCE) RB5 RBS MILLWORK SECTION MILLWORK SECTION MILLWORK SECTION MILLWORK SECTION MILLWORK SECTION (OWNER FURNISHED, (OWNER FURNISHED, (OWNER FURNISHED, (OWNER FURNISHED, (OWNER FURNISHED, SHEET: ^ GC INSTALLED) GC INSTALLED) GC INSTALLED) GC INSTALLED) GC INSTALLED) a REFRIGERATED CASE LEGEND EQUIPMENT NOTES GENERAL EQUIPMENT NOTES SHEET NOTES CASE 1. REFERENCE SHEET Al FOR EQUIPMENT LOCATION A. ALL EQUIPMENT IS SUPPLIED BY OWNER,INSTALLED BY 1. STUD WALL DIMENSIONS ARE TO FACE OF STUDS 6. ALL JOINTS BETWEEN DISSIMILAR MATERIALS SHALL BE 11.DIMENSIONS OF REFRIGERATED CASES ARE TO LENGTH/ 2. 3-COMPARTMENTS,PREP SINKS,AND MOP SINKS TO BE THE GENERAL CONTRACTOR,GENERAL CONTRACTOR TO 2. ROUTE ALL UTILITY SERVICE LINES,PIPES AND CONDUIT SEALED AS REQ'D FOR A COMPLETE AND PROPER OUTERMOST POINTS OF CASES;ENDCAPS AND BUMPERS WDS NUMBER OTY. DOOR NO. DESCRIPTION MFR OR SUPPLIER MODEL NO. NOTES SOW PHASE FURNISHED WITH FAUCETS WITH INTEGRAL CHECK MAKE FINAL UTILITY CONNECTIONS,UNLESS OTHERWISE WITHIN STUD WALLS WHEREVER POSSIBLE ON INSTALLATION,REGARDLESS OF WHETHER SHOWN ON ARE CONSIDERED PART OF CASE,WHERE THEY OCCUR R6011.000 1 C WIDE COFFIN CHASE HUSSMANN CORPORATION FW VALVES NOTED COOLER/FREEZER PANELS IN FOOD PREP AREAS WHERE DRAWINGS OR INDICATED IN SPECS 12.ALL NON-MOVEABLE EQUIPMENT INCLUDING SINKS, RD1069.652 2 8FT SELF-SERVICE MULTI-DECK HILL PHOENIX INC QC-R-35 5 3. OWNER DETERMINES FINAL QUANTITY BETWEEN SLICERS B. REFERENCE SPECS FOR REFRIGERATED AND HOT UTILITIES MUST BE EXPOSED,CONTRACTOR TO HAVE a. SUCH JOINTS NOT SHOWN OR SCHEDULED SHALL BE OVENS,AND REFRIGERATED EQUIPMENT SHALL BE 0 RD1069.652 1 12FT SELF-SERVICE MULTI-DECK HILL PHOENIX INC QC-R-35 5 AND/OR AUTO SLICERS DISPLAY CASES FOR SUPPLIED BY,INSTALLED BY,AND OPTION OF FOLLOWING: SEALED WITH SEALANTS AS RECOMMENDED BY MFR SEALED TO WALLS ARCHITECT OF RECORD: RD8045.443 2 2DR REACH-IN MERCHANDISER(SELF-CONTAINED)-2 TRUE FOOD SERVICE EQUIPMENT INC TV 4. QUANTITY AND TYPE BY OWNER-RACKS/SHELVING FINAL CONNECT BY a. SURFACE MOUNT UTILITIES WITH NON-CORROSIVE FOR SPECIFIC APPLICATION a. BASE OR LEGS SHALL BE SET IN A BED OF SEALANT BRR ARCHITECTURE,INC DOOR 1 SHOWN ARE FOR POSSIBLE STORAGE AND PREP C. REFERENCE SPECS FOR MANUFACTURER AND MODEL ANCHORS;SEAL BOTH SIDES OF PIPE/CONDUITTO 7. INTERIOR SEALANTS USED IN FOOD PREPARATION AREAS WITH EXCESS REMOVEDSUITE FAveNR 300 LOCATIONS NUMBERS NOT LISTED IN EQUIPMENT LEGENDS PANEL CONTINUOUSLY WITH SEALANT SHALL MEET REQUIREMENTS FOR USE IN USDA b. MOVEABLE EQUIPMENT SHALL NOT BE SEALED ovFBwxo rA sszoa RDC1077.542 1 8FT MULTI-DECK ISLAND CENTER HUSSMANN CORPORATION IMX5C 5 5. FINISHES FOR OWNER SUPPLIED EQUIPMENT ARE b. INSTALL UTILITIES 1/2"OFF FACE OF PANEL TO ALLOW REGULATED FACILITIES 13.ALL COOLER BOX MODIFICATIONS TO BE PERFORMED BY RDC1078.542 2 5FT MULTI-DECK ISLAND END HUSSMANN CORPORATION IMX5E5 5 SPECIFIED PER BID ALIGNMENT BETWEEN OWNER AND FOR CLEANING;USE ONLY NON-CORROSIVE 8. PROVIDE STEEL CLOSURE PANELS AT ALL VERTICAL GAPS COOLER/FREEZER MANUFACTURER,RELATED SLAB RS1018.851 1 8FT 3DS CAKE WITH SHELF LIGHTS KYSORNVARREN BX3LN 5 OEM KEYNOTES MATERIALS FOR SPACERS AND ANCHORS AND HORIZONTAL GAPS 52"OR LOWER BETWEEN WORK BY GC FAx.91-62-9095 RS1018.851 1 12FT 3DS CAKE WITH SHELF LIGHTS KYSORNVARREN BX3LN 5 6. HAND SINK INSTALLED TO 2'-9"WORKING HEIGHT C. COVER UTILITIES WITH 20 GAUGE STAINLESS STEEL REFRIGERATED CASES,WALLS AND/OR EQUIPMENT, 14.COOLER PANEL MFR'S TO FURNISH AND INSTALL LINERS, RS3007.042 1 4FT REACH-IN(FRENCH DOORS) KYSORNVARREN DX6LD 5 7. SPLIT-TEMP APPLICATION SHOWN BY PRODUCT LISTING 1.55 DIAMOND PLATE REFRIGERATED CASE FLOOR BENT PLATES MOUNTED TO WALL WITH NON- REF 8-GA3 DOORS,PANELS,DOOR HARDWARE,STRIP CURTAINS, RS3007.042 7 8FT REACH-IN(FRENCH DOORS) KYSORNVARREN DX6LD 5 ASSIGNED ABOVE AND BELOW THE EQUIPMENT NUMBER, MOUNTED RAILING OWNER FURNISHED GC CORROSIVE ANCHORS;APPLY CONTINUOUS SEALANT 9. COORDINATE REMOVAL AND DISPOSAL OF EXISTING BATTEN STRIPS,MATERIALS,ETC.(WHERE INDICATED ON REFERENCE REFRIGERATION DRAWINGS FOR SPLIT-TEMP INSTALLED ALONG EDGES AND JOINTS REFRIGERATED CASES AND FIXTURES WITH MECHANICAL DRAWINGS) RS3007.042 5 12FT REACH-IN(FRENCH DOORS) KYSORNVARREN DX6LD 5 APPLICATION 3. PROVIDE CONT USDA APPROVED SEALANT AT ALL JOINTS SERVICES CONSTRUCTION MANAGER. 15.COORDINATE RE-SKINNING OF EXISTING CASES TO RS3026.042 3 12FT REAR LOAD REACH-IN(FRENCH DOORS) KYSORNVARREN DR6LD 5 8. GENERAL CONTRACTOR TO INSTALL OWNER FURNISHED BETWEEN MATERIALS ON WALLS AND FLOORS IN FOOD 10.COORDINATE REMOVAL AND DISPOSAL OF EXISTING REMAIN WITH SEPARATE CONTRACTOR RS4018.442 1 8FT MULTI-DECK KYSORNVARREN DX6LN 5 SOAP AND PAPER TOWEL DISPENSER,REF GROCERY PREPARATION COOLER AND FREEZER AREAS REFRIGERATED CASES AND FIXTURES WITH 16.NOT USED RS4038.352 5 12FT MULTI-DECK KYSORNVARREN MX5XG 5 INTERIOR ELEVATIONS FOR MOUNTING LOCATIONS 4. WALLS AND INFILL OF EXISTING OPENINGS ARE TO MATCH INSTALLATION OF REFRIGERATED CASES AND FIXTURES 9. OWNER TO SUPPLY COMPACTORS AND BALERS CONSTRUCTION AND FINISHES OF ADJACENT EXISTING a. EXISTING REACH-IN FROZEN CASES TO BE w ',� WEDGE EQUIPMENT LEGEND 0.EQUIPMENT SUPPLIED BY OWNER WALLS RELOCATED OR REMOVED SHALL BE USED ON A �o rczoo' 11.EQUIPMENT INSTALLED BY EQUIPMENT SUPPLIER 5. PROPER INSTALLATION OF JOINT SEALANTS IS CRITICAL TEMPORARY BASIS DURING CONSTRUCTION OF NON- o " 'z w o w g 12.EQUIPMENT INSTALLED BY OWNER TO MEETING WALMART QUALITY ASSURANCE STANDARDS SERVICE SEAFOOD AREA w ° �'° F'�ga"3.'z W500 3 SERVICE CUSTOMER WEDGE 10 13.REFRIGERATED CASE FASCIA INSTALLED BY RC- a. PROVIDE SEALANTS IN ACCORDANCE WITH DRAWINGS b. TEMPORARY CASES SHALL BE REMOVED ONCE CASES a 3 o r w o W o w 8 W501 2 SERVICE CUSTOMER WEDGE 10 COORDINATE WITH OWNER TO INSTALL FASCIA FROM AND SPECS,REF SPECS FOR SEALANT SCHEDULE ARE DELIVERED AND OPERATIONAL OCAS F >o a 5 rc a w rc m WALK-IN COMPONENTS AND DOOR LEGEND OWNER ERINSTAOPY LED SIGEDGE AGE-INSTFACILITAT INSTALLATION OF - Hao rcrc G OWNER INSTALLED SIGNAGE-INSTALL PER z �LLa$pjp z o�-°€ MANUFACTURER'S INSTRUCTIONS AND COORDINATE WITH r zw3'��pF3a�°o�a WDS NUMBER QTY. DESCRIPTION NOTES UTILITY CONNECTIONS w g 3a�g LL-aor'a a° R0620.001 3 1 SWING DOOR WITH STRIP CURTAIN(42X90) 14.SCALE STAND FURNISHED BY OEM AND INSTALLED BY GC �ow R0700.000 2 PUSH THROUGH VESTIBULE(42X90) 15.RETROFIT DOORS/LIDS PROVIDED BY OWNER AND r a,4 o& c`-�' I'n"°a R5003.000 1 WALK-IN PANELS 10,11 INSTALLED BY EQUIPMENT SUPPLIER aLL rn �`i 8o 16.REFERENCE SPECS FOR SPECIAL INSTRUCTIONS 3K G.1 P131 BELOW 14'-0" P ABOVE 14'-0" - 1.5.55 - C' - �J M� REF 8-GA1.1 • PATCH AND REPAIR WALLS AND m FINISHED TO MATCH ADJACENT z WHERE IMPACTED BY INSTALLATION F BAKERY OR MODIFICATION OF PLUMBING r=CTC UTILITY AND/OR ELECTRICAL UNTILITIES z 908 O n PATCH,REPAIR REPLACE EXISTING O i LO SUBSTRATE AT LOCATIONS OF REMOVED n FINISHES FOR INSTALLATION OF TILE.IF BAKERY COOLER,/ SUBSTRATE IS REQUIRED,INSTALL 1/2" WATER RESISTANT GYP BD 3" VERIFY EXACT LOCATION OF CASES 0 0 N /IJ06A WITH WALMART CONSTRUCTION 8 MANAGER PRIOR TO STARTING 0 IN A3 CONSTRUCTION,TYP F.3 O 0 Q �'\dT`➢`T?` Z O O /\ \ 22'-5" t - -0 o W500 / 906 \\ REF 3-GA2 O o N 2 / GA1.1 Z Z w / F w INSTALL CASE I / O ❑ ❑ F /n 0 FLASHING AT ALL CASES,REF 6-GA3 / (1 V\ LL N 4 REF 3-GA2 w I - - A3 m 1.55 Z �e W500 �� REFS-GA1.1 REF 3-6 A2 55 REF 8-GA1.1 ISSUE BLOCK 901 SERVICE DELI,906 BAKERY (3)DIGITAL DISPLAYS MOUNTED WALLS ON(2)BRACKET SUPPORTED BY (1)INTEGRATED POLES HUNG •INSTALL FAUX TILE PANELS,REF FINISH PLAN FOR FROM STRUCTURE,REF 4-A9 EXTENTS.REMOVE AND REPLACE WALL ACCESSORIES AS FOR ATTACHMENT AND REQUIRED. RESPONSIBILITIES,SO MINITOR TO •FRP/NRP: BEAT •AREAS NOT VISIBLE TO CUSTOMER:ONLY REPLACE 7'4"AFF TAN SHEETS THAT ARE DAMAGED OR UNCLEANABLE WITH WHITE(FRP1).WHEN AN INDIVIDUAL SHEET(S) IS REQUIRED TO BE REPLACED,REPLACE THE ENTIRE LENGTH OF THE WALL. •AREAS VISIBLE TO CUSTOMER:REPLACE SHEETS THAT ARE DAMAGED OR TAN WITH WHITE(FRP7). EXCLUDE AREAS VISIBLE THROUGH TRAFFIC DOOR WINDOWS. •GYP BO:PATCH AND REPAIR. •WAINSCOT:REPLACE IF DAMAGED,REF FINISH PLAN 1.55 •CUSTOMER VISIBLE BASE:ETR. REF 8-GA1.1 •BASE:SPOT REPLACE DAMAGED.REF SHEET SA1 FOR BID ALLOWANCE. FLOOR •ETR.SPOT REPLACE DAMAGED FLOORING.REF SHEET SA7 FOR BID ALLOWANCE. ❑ ❑ - t ' CHECKED BY:JCM KO CEILING DRAWN BY: TMG •REF SHEET SAl FOR CEILING SCHEDULE. 1 n PROTO CYCLE: 05I30125 REPAIR/REMOVE/REPLACE •REPLACE DAMAGED OUTLETS.NON-ALMOND TO MATCH n DOCUMENT DATE: 09/03/25 EXISTING COLOR,REPLACE ALMOND WITH WHITE. ^---- --- I REF8-GA1.1 REF MEP FOR •REPLACE CUSTOMER VISIBLE ALMOND OUTLETS WITH \ ((�1.55 }-� REFRIGERATION WHITE. O / \ CASES •REPLACE DAMAGED AND CUSTOMER VISIBLE OUTLET 909A \ COVER PLATES WITH BRUSHED STAINLESS STEEL, GROCERY INCLUDING BLANK PLATES(INCLUDING COLUMNS). I SALES •CLEAN OR REPLACE DAMAGED DIFFUSERS AND RETURNS I 900 AS REQUIRED. I I INSTALL CASE •REPLACE DAMAGED PARTS FOR IMPACT DOORS. L( SERVICE FLASHING AT ALL PRODUCE I DELI CASES,REF 6-GA3 PREP 1901 4 y� I A3 INTEGRATED DIGITAL DISPLAYS MOUNTED ON(i)BRACKET SUPPORTED BY (1)INTEGRATED POLES HUNG FROM STRUCTURE,REF 4-A9 903 DELI UTILITY.905 SALAD PREP.908 BAKERY UTILITY. I FOR ATTACHMENT AND RESPONSIBILITIES,SO MINITOR TO BE AT 809 PRODUCE PREP.926 HALLWAY ( 7'4"AFF ( 1.55 -- D.3 WALLS °I I FQ REF8-GA1.1 •FRP/NRP: (2)DIGITAL DISPLAYS MOUNTED ON(1)BRACKET SUPPORTED BY •AREAS NOT VISIBLE TO CUSTOMER:ONLY REPLACE (1)INTEGRATED POLES HUNG FROM STRUCTURE,REF 4-A9 TAN SHEETS THAT ARE DAMAGED OR UNCLEANABLE \ FOR ATTACHMENT AND RESPONSIBILITIES,SO MINITOR TO BE AT WITH WHITE(FRP1).WHEN AN INDIVIDUAL SHEET(S) \\ 7'-4"AFF 3'-10" 22'-3" D2 IS REQUIRED TO BE REPLACED,REPLACE THE ❑ O° El ENTIRE LENGTH OF THE WALL. •AREAS VISIBLE TO CUSTOMER:REPLACE SHEETS \ \ _ REF8-GA -- D,� THAT ARE DAMAGED OR TAN WITH WHITE(FRP7). \ \ F`Q REF8-GA1.1 1.55 EXCLUDE AREAS VISIBLE THROUGH TRAFFIC DOOR �\\ ' REGISTERED WINDOWS. 1 \ \ 155 - Q 13088 •TILE:SPOT REPLACE DAMAGED WALL FINISHES.REF \MECHANICAL P731 BELOW 14'-0'• SHEET SAI FORBID ALLOWANCE. 901B F' L1 1 ARCHITECT •GYP SO:PATCH AND REPAIR. PRODUCE 7\ \\ Q P762 ABOVE 14'-0" �ry •WAINSCOT:REPLACE IF DAMAGED,REF FINISH PLAN COOLER \ •CUSTOMER VISIBLE BASE:ETR. \ o��+ •BASE:SPOT REPLACE DAMAGED.REF SHEET SA1 FOR BID \ \ 0 QO �1ARIAH MEYER ALLOWANCE. \ FLOOR v v / v � °'o STATE OFWASHINGTON •ETR.SPOT REPLACE DAMAGED FLOORING.REF SHEET HALLWAY SAI FOR BID ALLOWANCE. 2 SALAD\\ 901 \ / \\`� �.�+2 10"PVC PIPE CHASE W501' 09/24/2025 9 6 PREP \ / REF7-GA3 REF3-GA2- C.6 CEILING •REF SHEET SA7 FOR CEILING SCHEDULE. \ DELI COOLER R601.00� 0�0 RS3OOo7.0142 REPAIR/REMOVE/REPLACE DELI •STAINLESS STEEL HAND SINKS AND COMPARTMENT �✓ -- C,2 SINKS:CLEAN,REPAIR,RESET,AND RE-CAULK DAMAGED UTIILITY U\ Ih SINKS 9 33 •REPLACE DAMAGED OUTLETS. •REPLACE DAMAGED OUTLET COVER PLATES WITH BRUSHED STAINLESS STEEL,INCLUDING BLANK PLATES DELI FREEZER]] l F�°� °'+ ii- FRONT (INCLUDING COLUMNS). IIILLl--I1JI11 "' RS3007.042 •CLEAN OR REPLACE DAMAGED DIFFUSERS AND RETURNS \ 3 CxsI.-eFT \ \ EQUIPMENT -- GROCERY AS REQUIRED. \ A3 `+ •REPLACE DAMAGED PARTS FOR IMPACT DOORS. PLAN POULTRY COOLER 8 A3 INSTALL CASE FLASHING AT ALL CASES,REF 6-GA3 T GROCERY FLOOR PLAN SHEET: OD�, GA 1 KEYNOTES 10.73 STANDARD OUTSIDE CORNER GUARD TRIM"E",FULL HEIGHT UNLESS NOTED OTHERWISE • REPLACEMENT PLATE, GC TO INSTALL CONSISTENT 10.75 FINISH EDGE TRIM"H",FULL HEIGHT UNLESS NOTED OTHERWISE REMOVE EXISTING STRAIGHT RAIL AROUND CASES. 10.76 INSIDE CORNER GUARD TRIM"J",FULL HEIGHT UNLESS NOTED OTHERWISE PLATE AND INSTALL MAINTAIN TOLERANCE FROM 10.81 CORNER GUARD TRIM"G",FULL HEIGHT UNLESS NOTED OTHERWISE REPLACEMENT PLATE INSIDE FACE OF RAIL TO OUTSIDE ARCHITECT-RECORD: IN SAME LOCATION- FACE OF CASE OF NO LESS THAN BAR ARCHITECTURE,INC ATTACH SADDLEBAG 112",BUT NO MORE THAN 3"CLEAR E AvexuE TO REPLACEMENT FIXTURE 1/2" 3" oveBwxo sA sszoa j/ PLATE rnx szzazsxcsoaa FIXTURE DIAMOND PLATE RAIL SADDLEBAG FIXTURE DIAMOND PLATE RAIL LEG REPLACEMENT EXISTING WALL FINISH INSTALLED OVER G ANCHOR SLEEVE,ENSURE EXISTING LEGS SLEEVES ARE PLACED IN FLOOR PER MANUFACTURER'S FAUX TILE PANEL, DIAMOND PLATE RAIL, REQUIREMENTS TO ACHIEVE ° - LEG AND ANCHOR SECURE RAIL REFSPECS ° SLEEVE,REF SECTION SECTION INSIDE CORN ER TRIM "\ SADDLEBAG SECTION w �pwn�3 CONT SEALANT,TYP FT,� 3Qo5rc�w'aopm TRIMJ21135°, TRIMJ3145°, H' z 3V 'per ?oo€ INSIDE CORNER V-0"MIN S-0"MAX 1'-0"MIN mow; �p°3<w 5 3a:geeHpo �a� EQUALLY SPACED AS REQUIRED z g WALL FINiLi PLAN TRIM "J" SANITARY LATERAL DIAMOND a �'"l t& wp5€ �w FAUX TILL,REF ///////////// N € 8181H. o STANDARD COVE BASE, j FIXTURE% ' SPECS OUTSIDE TRIM REF 2--GA PLATE RAIL TRIM AT ATICAL DIAMOND PLATE RAIL RAIL LEG AT LATERAL EDGES WAUX EXISTING TILE TRAS TO CORNER TRIM DIAMOND PLATE RAIL, OTHER FI OR LOCATE 60"MIN FROM RAIL STOPS AT ENDAND 6LE MAX FROM FRAMES, ND NEXT RAIL LEG WHERE RED FAUX TILE PANEL,REFSPECSEXISTINGTRIM EXISTING BAKERY/DELI FAUX TILEELEVATION LINE OF DRAME WALL FINISH a WHERE OCCURS CONT SEALANT, (�)�L PANEL DETAIL DIAMOND PLATE PROTECTION RAIL EXISTING WALL FINISH Typ EDGE TRIM"H" CORNER TRIM"G" REMOVE CORNER GUARD IF EXISTING; AND REPLACE WITH 0 0 M EXISTING CORNER STANDARD OUTSIDE CD CORNER ANGLE 0 rn TRIM TRIM;STOP AT TOP HIGH IMPACT OUTSIDE OF BASE MOULDING Q CORNER ANGLE TRIM FAUX TILE PANEL, Oo p REF SPECS STAINLESS STEEL WALL CAP SIZE TO Z CONT SEALANT,TYP EXISTING WALL FIT ATTACH WITH 6"x 16 GAUGE CONT �� Z r FINISH CONSTRUCTION METALTRACK \U\ O_j o N EXISTING WALL FINISH CONT SEALANT, ADHESIVE HEM EDGES O N TYP //II'►► FAUX TILE PANEL, CONTINUOUS V W Z m REF SPECS EXISTING WALL PATCH SCHEDULED BOTH SIDES WALL FINISH AS SEALANT Q Z 1Of 11 FIN AND REPAIR EXISTING HALF WALL J p° TRIM-F21135°, TRIM-F3145°, EXISTING WALL N Z 0) FINISH AS REQ'D LL CORNER TRIM"F" CORNER TRIM"E" 1/2"SUBSTRATE,REF FINISH FLOOR Q o a GROUT,TYP 1/2"SUBSTRATE, 10.73 PLAN FOR FINISH TYPE w 3/8"CORNER REF PARTITION TYPES V g EDGE TRIM CONT TO FF TRIM;STOP AT - Z 6"AFF O LINE OF DOOR FRAME WHERE OCCURS GROUT,TYP 10.76 GC TO REFINISH 10.76 HALF WALL,REF 6-GA1.1 WALLTILE 1081 ISSUE BLOCK CONT SEALANT 10.76 10.73 WALL TILE PREP SIDE SALES FLOOR 10.76 1081 CONT MORTAR CONTMORTAR WALL FINISH,REF TO SECTION AT HALF WALL PLAN V 1 1/2"= " EDGE TRIM"D" CORNER TRIM"C" C-TRIM AT TOP OF COLUMN WRAP LEAVING NO EXPOSED OR SHARP EDGES GROUT,TYP 1 1/2"x 1 1/2" (8)STAINLESS STEEL CORNER GUARD; RIVETS PER COLUMN FT1 STOP AT TOP OF ON TOP AND BOTTOM BASE MOLDING EDGES OF DIAMOND 1 1/2"x 1 1/2"CORNER PLATE TRIM;STOP AT 6"AFF WALL TILE T.O.COLUMN W RAP H-TRIM INSTALLED 48"AFF�SECTIONIf I VERTICALLY ON SEAM CONT MORTAR CONT ADHESIVE pq�`� SIDES WALL TILE FAI ` WALL FINISHNT N � • KN _ CHECKED BY:JCM KO 2" ] DIAMOND PLATE,ADHERE DRAWN BY: TMG REF PLAN TRIM-B21135°) TRIM-B3145°1 TO COLUMN WITH ELEVATION ADHESIVE BEADS SECTION 10.76 PROTO CYCLE: 05/30/25 NOTE:TRIM IS FULL HEIGHT CORNER TRIM"B" CORNER GUARD"A" APPLIED IN ZIG ZAG UNLESS NOTED OTHERWISE PATTERN ACROSS INSIDE DOCUMENT DATE: 09I03125 FACES OF EACH HALF FT1 GC TO REMOVE EXISTING COLUMN WRAP PRIOR TO DIAMOND PLATE INSTALLATION 3 GA,., CORNER GUARD AND TRIM DIAMOND PLATE COLUMN WRAP Q10.76 10.76 10.75 - I 10.75 �lo 10.75 10.75 EXISTING CEILING 10.75 13088 REGISTERED TOP ANGLE TRIM ARCHITECT 0 CORNER GUARDS FT1/9 CUT TILE TO FIT STAINLESS STEEL, 10.73 BETWEEN REF 4-GA2 10.81 k1ARIAH Po1EYER CORNER /o- 10.75 10.73 STATE OF WASHINGTON GUARDS SUBSTRATE F �� C.6 EXISTING METAL 10.75 09/24/2025 FAUX WALL TILE STUDS 10.76 10.76 PANEL OVER TILE '-0 F -14 METAL STUD FT1 FAUX SUBWAY TILE PANEL w ry WHEN SPACE FAUX SUBWAY TILE PANEL 10.76 �• BETWEEN ADHESIVE,REF SPECS � CORNERS IS OVER ELEV,11 10.81 8"WIDE,PROVIDE EXISTING WALL ASSEMBLY : - 10.73 10.73 CORNER I AND INSTALL GUARDS, CENTERED BOTTOM ANGLE TRIM J^ C•2 SECTION REF 7-GA1.1 IERTICALJOINT FT1 4� 10.76 FRONT NTS SEALANT 10.81 GROCERY STAINLESS STEEL, F71 SECTION EXISTING SANITARY FINISH PLAN COVE BASE REF4-GA2 EXISTING FF 10.81 10.76 10.76 10.73 10.76 m DETAIL AT WALL END FAUX TILE ENLARGED SECTION BAKERY FINISH PLAN FRONT GROCERY FINISH PLAN 3 - SHEFGA1 .1 ".l'-0,. 2 /4"=V-0" 1 1A-l'-0. NOTE: SHEET NOTES 1.GC TO FIELD MODIFY BACKSPLASH TRIM.ACCESSORY TRIM PIECES TO STOP FIELD CUT TOP FIELD CUT BACK PANEL AT TOP OF SANITARY COVE BASE AND BOTTOM OF CLOSURE ANGLES PANEL TO MATCH TO BE TIGHT AND ALIGN 1. REF SHEET GA,FOR GROCERY NOTES PERTAINIG TO 2.PROVIDE CONTINUOUS SEALANT AT ALL JOINTS FOOTPRINT BELOW, TO THE BACK OF THE THIS SHEET WEDGE SELECTION CHART TOP PANEL SHALL ADJACENT FIXTURES STAINLESS STEEL BACKSPLASH SIZE BE TIGHT AND ALIGN OR CASES SECTION WIDTH HEIGHT BACKSPLASH TO EXISTING EXHAUST 7" 7"FV 1'-6"W 2'-0"W T-0"W T-10"W WITH ADJACENT KEYNOTES CASES OR ARCHITECT OF RECORD: A T-2"FV 9'-3"FV HOOD AT ROTISSERIE CLOSURE ANGLE c PLACE BACK CONTINUE BEYOND '' FIXTURES 1.55 DIAMOND PLATE REFRIGERATED CASE FLOOR BAR ARCHITECTURE VEND j INC �! SHORT PANELFOR B 3'-0"FV 9'-3"FV W500 W502 W504 N/A --- MOUNTED RAILING OWNER FURNISHED GCMETCALFAvexuE B2 V-1"FV 9'-3"FV 2'-1 0"H ---'1 SUPPORT L e1a1 NETCAL IN INSTALLED oveBwxo rA sszoa C 0'-7"FV 9'-3"FV EXISTIN CLOSURE ANGLE TALL TOP PANEL x x �� � 6.27 48"HIGH WAINSCOT WITH OUTSIDE CORNER TRIM EXISTING EXHAUST W501 W503 W505 NIA G D ' " 9'-3"FV EXHAUST 0 p p 6'-6"H � � FIELD CUT TOP z z HOOD AT ROTISSERIE z 9.49 PROVIDE GALVANIZED STEEL CLOSURE PANEL TEL:9162-9095 E 1'-0"FV 9'-3"FV HOOD AT z J RECTANGULAR p p d PANEL TIGHT TO BETWEEN WALK-IN AND ADJACENT WALL OR COLUMN FAx ezz-zsz-soaa ROTISSERI DIVIDER BAR N/A N/A W507 W506 11 �� E2 4'-0"FV 9'-3"FV w w w 2'-10"H ADJACENT LL O x LL x IF SIDE SCRIBE �� �� - FIXTURE,CASE, F 1'-5"FV 9'3"FV i p F2 T-0"FV 9'-3"FV '-2"FV in ~ 1'-1" w ~ C in ~ OMISSION IS REQ'D r_l ETC G 1'-6"FV 9'-3"FV FV 3 3 VARIES ADJUST PLAN G2 4'-0"FV UF °' z g2 3'-0' O1 z °' z REF CUTSHEET TOP PANEL,ENSURE PREFABRICATED PREFABRICATED z ` H 2'-11"FV D - EXTENTS OF ENTIRE UNIT LOCATION TO 2"M/N SIDE SCRIBES,INSET FROM UNIT-DO NOT WEDGE ASSEMBLY FITS REMOVE GAP �pR ADJACENT FIXTURE OR CASE MODIFY - r r r C WITHIN OVERALL TOP Tj TO ENSURE ALL GAPS ARE I '-" O B O O PANEL DIMENSIONS, / CLOSED OFF ALT PLAN 12 4'-0"FV END CAP J 2'-0"FV CONTRACTOR WILL BE w rc ww°oK T-0"FV FIELD CUTTING TO SIZE �L 2'-0"FV \� a PROVIDE CONT SEALANT ATTACH PREFABRICATED UNIT, °3N` m r SCB2 SCB2 � m i � BETWEEN WEDGE AND PANELS,AND SIDE SCRIBES AS REQ'D tr �� 3eo5rca"°,�o�o STAINLESS STEEL BACKSPLASH ETR ETR `O END CAP END CAP FIELD CUT TOP O aarca$�`-'°m BOTTOM OF STAINLESS -2 ADJACENT FIXTURES, USING SCREWS AND BRACKETS ---- TANLD CUT n~ SLLa> CASES,AND FLOOR PROVIDED IN WEDGE KIT PANELTIGHTTO p �'-`a$a Dr €� ACCESSORIES UNO BOTTOM OF STAINLESS ACK UNO SCB2 z d� H 66' STEEL BACKSPLASH TO guwia°oy °wo DESCRIPTION QUANTITY STEEL BACKSPLASH TO ETR START 6"AFF ADJACENT r z: w3`;!V�O` END CAPS T 26 FV START 6"AFF UNO FIELD CUT SIDE SCRIBES f-------,-i -a LLHpo �� ° ( ) DOES NOT HAVE TO IDEAL TO BE EQUAL ON INFILL ALL EXPOSED TIGHT TO ADJACENT I r FIXTURE OR g 3hH z-. z:r°°`"' DIVIDERS T 7 FV BE EQUAL ON EACH FIXED ��EACH SIDE,BUT NOT SIDE/GAPS WITH 5/8'BLACK I I CASE O o �'°W w°j z 3 ( ) ELEV.1 ELEV.2 ELEV.3 P FIXTURES OR CASES a wI °m w„�rc z, 2S CLOSURE ANGLE 7' 7 FV SIDE REQUIRED PLAS-TEX PANEL BY DO NOT LEAVE ANV GAPS I I r 33 'a�& arc 5€ INSIDE CORNERS 7 FV 1'-6",2'-0"OR 3'-0" PARKLAND PLASTICS,5/8" BLACK HOPE,OR DROPS FIELD CUT I I CLOSURE ANGLE FIELD CUT PANELS FROM WEDGE KIT TOP PANEL 1 1 1 3,_7" 4,_0„ FV Fv FV FV FV A e Q ALT PLAN 1'-6"ALL OPTIONS 2' IN-12"MAX END 48"MAX 20"MAX EXISTING CAP END 2-0"ALL OPTIONS (OR OMIT) O EXHAUS O p INSIDE c7 INSIDE p CAP z HOOD A7 z ? CORNER CORNER 2"MIN-12"MAX REF PLAN FOR REF PLAN FOR ROTISSERIE zT DIVIDER 3'-0"SHORT 48"MAX 32"MAX ADJACENT ADJACENT r w w INSIDE w w w BAR (OR OMIT) z O INSIDE o CORNER UNo U U OPTIONS FIXTURE OR CASE FIXTURE OR CASE J LL r CORNER LL r DIVIDER LL DIVIDER _a_ r END 2"MIN-12"MAX w BAR " BAR 3 CAP 3 3'_0" 26"MAX 60"MAX z m E E2 rn zO, rn cz7 cz7 RECTANGULAR (OR OMIT) O DIVIDER ¢ F2 a ¢ a 2"MIN-12"MAX O BAR O O01 O O 3--1 26"MAX 70"MAX Ai r r END CAP r G2 r r I 12 RECTANGULAR (OR OMIT) F G FIXED _ H - �� UNEFADOINOTED � SCB2 SCB2 ETR,UNO `O ° ELEVATION MODIFY 0 0 N END CAP ETR ETR BOTTOM OF STAINLESS TOP OF SCB BOTTOM OF SCB2 BOTTOM OF SCB2 BOTTOM OF WEDGE KIT o o STEEL BACKSPLASH TO STAINLESS STEEL ETR,UNO STAINLESS STEEL STAINLESS STEEL rn BOTTOM OF STAINLESS START 6"AFF BACKSPLASH TO BACKSPLASH TO ETR,UNO BACKSPLASH TO J 3/4"=17o., O 0 Q STEEL BACKSPLASH TO START 6"AFF START 6"AFF START 6"AFF o START 6"AFF l z o �J O ELEV.4 ELEV.5 ELEV.6 ELEV.7 ELEV.B 0 O 1 2 2.5 2.6 2.8 2.9 3 4 4.1 4.5 �� Z c-- a 0 Z 7"FV O Li z 11 z LL illw LL U END CAP w ❑ w ❑ Z F 0 o J�o 3 M 3 3 �N/z z END CAP rn Z z INSIDE N CORNER LJ� O O O r r r P162 - J END CAP " P131 BELOW 14 0 ABOVE 14'0" RS3026.042 RS30 6.042 RS3026.042 B z °xsL°-,zFT DRSLD,zFT DB,o MEAT COOLER Dw - - - - - - - - - - - - - - - - - DAIRY COOLER SCB2 BOTTOM OF �M1" SCB2 BOTTOM OF ETR STAINLESS STEEL SCB2 BOTTOM OF ETR,UNO STAINLESS STEEL ETR,UNO STAINLESS STEEL UNO SACKS TO BACKSPLASH TO START6"AFF SACKSPLASH TO ISSUE BLOCK START 6"AFF START 6"AFF 1.55 3 ABOVE 14'-0" P162 ELEV.9 ELEV.10 ELEV.11 REF 8-GA1.1 A3 BELOW I4'-0" P131 BACKSPLASH AT FRYER EXHAUST HOOD 919 ALCOVE 3„ P162 ABOVE I4'-0" P131 BELOW 14'-0" WALLS g PS7 6.27 •GVP BD:PATCH AND REPAIR,REF FINISH PLAN o d DB10 J.2 •PAINT WALLS THAT WERE PREVIOUSLY PAINTED P131 o e � •FRP: •AREAS NOT VISIBLE TO CUSTOMER:ONLY REPLACE o 8 TAN SHEETS THAT ARE DAMAGED,W ABOVE 14'-" P131 ABOVE 14.0" P162 I N INDIVIDUAL A SHEET(H WHITE(FRP1),WHEN AN $r BELOW 14'-0" P13, BELOW.27 P1 7 INDIVIDUAL SHEETS)IS REQUIRED TO BE � i 1�55 REF MEP FOR � REPLACED,REPLACE THE ENTIRE LENGTH OF THE o d DB10 6.27 PS7 ALCOVE GA7.1 REFRIGERATION CASES DB10 8 WALL •AREAS VISIBLE TO CUSTOMER:REPLACE SHEETS 919 ° H•9 THAT ARE DAMAGED OR TAN WITH WHITE(FRP1), -- oo RD4018.44 RS4018.442 EXCLUDEAREAS VISIBLE THROUGH TRAFFIC DOOR o oxsL"-,zFT oxsw-eFT �5'-3" WINDOWS �K RELOCATED •WAINSCOT:REPLACE DAMAGED TO MATCH EXISTING, 919A ❑ L-4^ H.8 REF FINISH PLAN _ •PAINT PLYWOOD WAINSCOT P162 1.55 o N �e -- REF 8-GA1.1 F07 H.7 CEILING 8 U o z•REF SHEET SA1 FOR CEILING SCHEDULE A3 P131 BELOW 14'-0" REPAIR I REMOVE/REPLACE g P762 ABOVE 14'-0" o CHECKED BY:JCM KO •REPLACE MOP SINK IF BROKEN OR CRACKED rn o ZFLO.R , DRAWN BY: TMG EDC# REF MEP,REF 6-A3 PROTO CYCLE: 05/30/25 912 MEAT PREP o Nr w�k DOCUMENT DATE: 09I03125 WALLS <05 • FRP/NRP: O� • AREAS NOT VISIBLE TO CUSTOMER:ONLY REPLACE TAN SHEETS THAT ARE DAMAGED OR UNCLEANABLE WITH WHITE(FRPl).WHEN AN Io f INDIVIDUAL SHEET(S)IS REQUIRED TO BE vi o REF 8-GA1.1 REPLACED,REPLACE THE ENTIRE LENGTH OF 1.55 THE WALL. 3" • AREAS VISIBLE TO CUSTOMER:REPLACE 9.49 SHEETS THAT ARE DAMAGED OR TAN WITH o REF 8-GA3 a o7 WHITE(FRP1).EXCLUDE AREAS VISIBLE ® ` L) THROUGH TRAFFIC DOOR WINDOWS. 1.55 O o? • TILE:SPOT REPLACE DAMAGED WALL FINISHES.REF o Si�� REF 8-GA1.1 �o H.1 SHEET SA,FORBID ALLOWANCE. • GYP BD:PATCH AND REPAIR. • WAINSCOT:REPLACE IF DAMAGED,REF FINISH PLAN • CUSTOMER VISIBLE BASE:ETR. ❑ a • BASE:SPOT REPLACE DAMAGED.REF SHEET SA1 �' H FOR BID ALLOWANCE. SEAFOOD FREEZER FLOOR ail 1'-3" CC • ETR.SPOT REPLACE DAMAGED FLOORING.REF NOTE: SHEET SAi FORBID ALLOWANCE. 1. REFRIGERATED AND HOT CASES ARE SET,DETAILS AND NOTES FOR DRY WEDGES ARE GENERIC AND INDICATE MINIMUM DESIGN REQUIREMENTS CEILING 2. MATERIAL TO BE 5/8"BLACK PLAS-TEX PANEL BY PARKLAND PLASTICS OR 5/8"BLACK REF SHEET SAi FOR CEILING SCHEDULE. MEAT PREP Ri HDPE 912 r- 3. USE 3/4"x 3/4"ALUMINUM ANGLE FOR ATTACHMENT OF FIXED PANELS AND SHELVES REPAIR I REMOVE/REPLACE o 0 13088 4. ATTACH ANGLE TO PANELS USING#8 x 1/2"PAN HEAD SCREWS AT 1"MAX FROM ANGLE rn xi REGISTERED • STAINLESS STEEL HAND SINKS AND COMPARTMENT °i EDGES AND 3"MAX OC SINKS:CLEAN,REPAIR,RESET,AND RE-CAULK ARCHITECT 5. PANEL TO PANEL CONNECTIONS USE#6 x 1 1/4"FLAT HEAD SCREWS DAMAGED SINKS GROCERY W501, 6. USE 9/16"BLACK DOTS TO CONCEAL EXPOSED FASTENERS REPLACE DAMAGED OUTLETS. FREEZER REF 3-GA2 7. CONT SEALANT BETWEEN WEDGE AND ADJACENT CASE,REF SPECS REPLACE DAMAGED OUTLET COVER PLATES WITH BRUSHED STAINLESS STEEL,INCLUDING BLANK �1ARIAH MEYER OEP77/T DEPTH TO MATCH ADJACENT PLATES(INCLUDING COLUMNS). P131 O MAT CASE END PANEL CLEAN OR REPLACE DAMAGED DIFFUSERS AND BELOW 14'-0" STATE OF WASHINGTON CASE O q?DE�CENT RETURNS AS REQUIRED. P162 ABOVE 14'-0" y REPLACE DAMAGED PARTS FOR IMPACT DOORS REF 8-GA3 GA 09/24/2025 y \ 9.49 REF 8-GA1.1 1.55 ow REF 8-GA1.1 4 �� it 1.55 e5y REAR L\ 4" s GROCERY 8 ❑ ❑ Da - G.2 PLAN A3 1 x A B M' N K� II Z LL� CUSTOMER OR ASSOCIATE FACING 3� FILLER AT SERVICE LINEUP REAR GROCERY FLOOR PLAN SHEET SANITARY COVE BASE SURFACE PREPARATION • REQUIREMENTS 1. REMOVE EXISTING WALL BASE ARCHITECT OF RECORD: a. AT EXISTING WALL CONDITIONS,REMOVE ALL GYPSUM e>3R METUFEAVErvue INC BOARD BELOW 12"AFF AND REPLACE WITH GLASS SUITE 3oo - MAT BACKER OF SAME THICKNESS ovEawxo rA sszoa b. IF FRP IS IN GOOD CONDITION REPLACE DAMAGEDe..a.�n.�om BASE WITH BASE TEL:91-62-9095 2. REMOVE AND REPLACE WALL FINISH TO NEAREST JOINT rAx.ezz-zsz-soaa AS REQUIRED TO PERFORM GLASS-MAT BACKER INSTALLATION 3. CUT BACK EXISTING QUARRY TILE FLOORING AS REQUIRED TO PROVIDE 1"CLEAR FROM FINISHED SURFACE TO EDGE OF TILE 4. REMOVE ALL DEBRIS AND ANY REMAINING GROUT,CLEAN SURFACES AS REQUIRED FOR PROPER INSTALLATION OF CONSTRUCTION MATERIAL AND FINISHES 5. INSTALL BUILDING TAPE AND FIBERGLASS MESH TAPE AS w „rc rc a ° INDICATED o „ �ww a �o .p°aui. 0' iEw- w� w9wV NOTES: m0 3t°gp�w� rcm 1. REFRIGERATION CONTRACTOR TO PROVIDE GALVANIZED CLOSURE PANELS AT ALL VERTICAL GAPS AND AT ALL HORIZONTAL GAPS 52"OR LOWER AFF BETWEEN REFRIGERATED CASE,WALLS,AND/OR EQUIPMENT z arc �Va WM'wio,w� €° 2. PROVIDE SS CLOSURE PANELS LOCATED IN PREP AREAS z ; �p F3<�°ooa 3. REF FLOOR PLANS FOR ALL PARTITION TYPES AND LOCATIONS r w o °a 4. EASE EXPOSED EDGES TO SMALL UNIFORM RADIUS j �o°iomG„� 5. SET CLOSURE PANEL IN A BED OF SEALANT EACH SIDE pm €� $o�&o ���'5g 6. FASTEN CLOSURE PANELS WITH#6 PAN HEAD SCREWS AT 9"OC rn € 7. CLOSURE PANELS TO BE FASTENED ONLY TO THE BACK OF THE REFRIGERATED CASE OR END PANEL SKINS AS INDICATED IN THE DRAWINGS CLOSURE D. Ar- PANEL 1" 1^ g a 1/2"MAX OVERLAP CLOSURE OVERLAP REFRIGERATED CASES -w FASTENER TYP PANEL TYP NOTE: O TYP 1"MAX CONT CLEAR COATED 20 GA GALVANIZED BAR JOIST,TYP CHASEPVC BETWEENASE TO CSESUNLESENTERED IN -_---------I FASTENER ---------� STEEL INFILL PANEL WITH HEMMED EDGES CHASE BETWEEN CASES UNLESS FA MAX FRONT SET IN A BED OF SEALANT EACH SIDE m AT PARTITION NOTEDEC SHOWN OTHERWISE ON FASTENER REFRIGERATED 1 r ARCHITECTURAL FLOOR PLANS i REFRIGERATED i 1/2"MAX CLOSURE CASE REFRIGERATEDi' CASE r FASTENER REFRIGERATED PANEL AT CASE z� UNISTRUT P1000T CASE 0 CASE Oi z REFER TO REFRIGERATION PARTITION (PLAN VIEW) PARTITION OR LL #6 SCREWS AT MAX 9"OC EACH SIDE, O DRAWING FOR PIPE � `i PROVIDE 3/8"HEX HEAD BOLT OR WALL WALL ^� EVENLY SPACE FASTENERS O SUPPORT , \ 1-1/4"FENDER WASHER, U LOCK WASHER AND NUT,TYR r O 1 , SECTION AT TOP OF PLAN AT CASES PLAN AT REAR OF CASE w m \ BOTTOM CHORD OF BAR JOIST a ` 3 °N 0 0 PROVIDE UNISTRUT, `` �-�� CASE AND WALL AND WALL M LENGTH AS REQ'D TO SPAN �`x �� �.� CLOSURE 1„ w w r N JOISTS,SECURE TO BOTTOM \ -' `max > CLOSURE a z cV CHORD OF BAR JOIST \ THRU BOLT TYR `` PANEL OV PANEL LL a 0 p�j / 1 \ 1/2TYR "MAX O Q \ 1/2"MAX FASTENER FRONT r o > 1 1"MAX FASTENER FV x a >p (4)3/8"RLL-THREAD RODS,2 ' 1 I FTAPTENER CLOSURE AT PARTITION FRONT i° w � Z o O PER UNISTRUT,TO SUPPORT 1 1 1 PANEL x O r 1 1 REFRIGERATED 1l2"MAX F O PVC CHASE \ , PARTITION ��v Z K , 1/2"MAX ii CASE FASTENER AT i i1- C`)� D. 1 OR WALL REFRIGERATED °i Z \ , A FASTENER CASE O—I� PVC SDR 35 VAN STONE 7 CASE a��PROVIDE 1-TOE KICK RETURN EACH SIDE \U\ W 0 Io FLANGE SOLVENT WELDED \ PANEL WALK-IN PARTITION PARTITION OR 1" i�J �/ Q o n A"BELO BOLTED TO PIPE,MAX ��-�- OR WALL WALL �`Ie `yam (9 O N 12"BELOW JOISTS � � i v LLl Z m `� -♦�- zw PLAN AT WALK-IN PLAN AT FRONT OF PLAN AT FRONT OF CASE \� J FV z -O SDR-35 PVC CHASE O O WRAP WITH WHITE `. CASE AND WALL AND END OF WALL J o PVQJAQKET _�,�, ___ $ CLOSURE PANEL DETAIL �Z� �' --. UNISTRUT P1000T 3/4"=1'-0" GALVANIZED COLLAR WITH o m INTERNAL TABS,PAINT TO MATCH I � i� COLUMN JACKET,REF SPECS �� ` Lu Ill `\ (4)3l8"ALL-THREAD RODS,2 z \ I 1 PER UNISTRUT,TO SUPPORT m PVC CHASE I` y DOUBLE NUT WITH WASHER,TYP REFRIGERATION ISSUE BLOCK \ z I WITH INSULATION WRAPPING PROVIDE CONT SEALANT AT ` Z I PVC SDR 35 VAN STONE #6 SCREWS AT MAX REFRIGERATED CASES REFRIGERATION PERIMETER JOINT,REF FLANGE SOLVENT WELDED 9"OC EACH SIDE, ELECTRICAL CONDUIT SPECS AND BOLTED TO PIPE EVENLY SPACE \ FASTENERS(TYR) CONT CLEAR COATED _-___ 20 GA GALVANIZED _ STEEL INFILL PANEL REFRIGERATED CASE WITH HEMMED EDGES 1- \ REFRIGERATED/HOT SET IN A BED OF r I��� `�� OR DRY WEDGE NOTE:INSTALL ALUMINUM FLASHING SEALANT EACH SIDE m CLOSURE PANEL/TOP y �` BETWEEN CASE KICK PLATE OR 0 OF REFRIGERATED ♦ PAN HEAD SHEET METAL COUNTERFLASHING AND INTERNAL 2112"X 20GA CHASE SUPPLIED BV 7 ♦ ALIGN STUD FLUSH CASE SUPPLIER SCREWS AT 12"OC FRAME-CASE AND CASE TRIM SHOWN WITH BOTTOM EDGE STUDS @ 24"OC HALFTONE FOR CLARITY OF CASE(ABOVE HORIZ(TYP) SERVICE SIDE TOE KICK) BO JOIST 1 PROVIDE 7"TALL GALVANIZED 20 GA SS OR TOP OF STUD FRAMED 1 COLLAR WITH INTERNAL TABS 1 PANTHORIZONTAL CHASE AT SIM CONDITION 1 ALUMINUM FLASHING 1 1 REIFRIGERATION LINES AND 1 CUT TABS 1"APART AND I SET IN A CONT BED OF NOTE:DO NOT INSTALL \ BEND INWARD I SEALANT,PROVIDE A 2" FLASHING OVER DRAINS.IF P\ L WITH CONT BED OF MATCHNSTRUCTURE,SION TO \ SEALANT AT SPLICES DRAINS ARE PRESENT AT ATTACH CAPTURE TERMINATE IN A CLEAN / SERVICE SIDE OF CASE,START AND STOP LASHING TRACK FLUSH WITH MANNER 3"BELOW TO CHECKED BY:JCM KO F REFRIGERATED CASE ` FF CASE AT 12"OC ELBOW " z AT SIDES OF DRAIN,HEM ` / EDGES OF FLASHING FV STAGGERED WITH DRAWN BY: TMG REF REFRIGERATION PLANS 3/8"X 6GA SS FOR TYPE AND LOCATION �� PAN HEAD DO N PROTO CYCLE: 05/30/25 1" FASTENERS EACH TO TRANSITION LINE DO NOT PAINT BELOW THIS BACKUP FRAMING FOR SIDE DOCUMENT DATE: 09I0325 OPENINGS OVER 24"IN WIDTH LINE PVC REFRIGERATION CHASE CASE FLASHING AT SERVICE DEPT CLOSURE PANEL FRAMING REFRIGERATION DROP LINES 112"=1'-0" ` V 1 g•=1'-0" , J I 1"=1,-0" ` 1 1 112"=V-0" GLASS-MAT BACKER 3 ROWS OF 2" MATERIAL 3 ROWS OF 2" 2"HORIZONTAL MESH VERTICAL MESH TAPE VERTICAL MESH TAPE TAPE OVER BUILDING 7 1/2"H SANITARY COVE WITH 1"OVERLAP OVER TAPE WITH 112"OVERLAP WITH 1"OVERLAP OVER BASE,REF SPECS 4"VERTICAL BUILDING 4"VERTICAL BUILDING TAPE ON ALL VERTICAL TAPE ON ALL VERTICAL CORNERS FULL HEIGHT 9"BUILDING TAPE CORNERS FULL HEIGHT OVER GLASS-MAT WALL TILE,RREF SHEET A8 BACKER MATERIAL FOR SIZE AND COLOR TILE THINSET GLASS-MAT INSTALL WALL TILE ON GLASS-MAT BACKER MATERIAL TOP OF 6"H GLASS-MAT BACKER MATERIAL BACKER MATERIAL 13088 REGISTERED 2"SELF-ADHESIVE WALL FINISH AS ARCHITECT FIBERGLASS MESH TAPE SCHEDULED OVER BUILDING TAPE BATTEN ADHESIVE AT BACK AND 71/2"H SANITARY FREEZER/COOLER MARIAH MEYER STEEL TRACK BO BASE PER COVE BASE,REF PANEL PREFABRICATED MANUFACTURERS SPECS INSIDE AND OUTSIDE STATE OF WASHINGTON _ CORNERS,REF 1/2"OVERLAP 6"H GLASS-MAT 112"OVERLAP INSTRUCTIONS 7 1/2"H SANITARY SPECS INSIDE CORNER BACKER MATERIAL OUTSIDE CORNER METALSTUD COVE BASE,REF 09/24/2025 METAL STUD SPECS - - BOTTOM STUD WALL - SANITARY COVE TRACK BASE,REF SPECS, 6"HIGH GLASS-MAT 4"BUILDING TAPE,REF TYP 1/2"GYP BD GLASS-MAT BACKER MATERIAL TO BACKER MATERIAL -- SPECS UNO 12"AFF '< -.'.. 4"BUILDING TAPE, -.- " - TAB,TYP BOTTOM STUD WALL REF SPECS CONTSEALANT WALL TILE AS SCHEDULED TRACK - - - -- - NOTE: " z REF MANUFACTURERS /\ 2"SELF-ADHESIVE FIBERGLASS _ - - WRITTEN GROCERY r-,i,. z __ - INSTRUCTIONS qqq MESH TAPE OVER BUILDING TAPE 9"BUILDING TAPE,REF _ - CONCRETE FLOOR FOR MECHANICAL DETAILS BASE SPECS - - - - FASTENERS REF FINISH SCHEDULE BUILDING TAPE,REF SPECS O 7"HIGH GLASS-MAT BACKER MATERIAL SPLICER,REF SPECS 4"H GLASS-MAT CONCRETE FLOOR CONCRETE FLOOR BACKER MATERIAL SANITARY COVE BASE SANITARY COVE BASE SANITARY COVE BASE OVER SANITARY COVE BASE OVER END CAP,REF CONT SEALANT �o < TRIM HORIZONTAL EXTENDED FLANGE AT CERAMIC TILE NRP/FRP/SS STEEL FREEZER/COOLER PANEL SPECS r OF BUILDING TAPE TO 1"WIDE PRIOR m TO INSTALLATION OF BASE NOTES: NON PREP AREA SECTION PREP AREA 1. CONDITIONS SHOWN ARE FOR NEW CONSTRUCTION,PARTITION AND SUBSTRATE ABOVE 12"AFF MAY VARY AT EXISTING PARTITIONS WALL DETAIL 2. TRIM EXCESS BUILDING TAPE FROM PROJECTING HORIZONTAL FLAP PRIOR TO INSTALLATION OF BASE SANITARY COVE BASE DETAILS (CONCRETE) 3. REF1-GA3 FOR ADDITIONAL INFORMATION AT INSIDE AND OUTSIDE CORNERS SANITARY COVE BASE ACCESSORY DETAILS SHEET 4. GC TO PROVIDE MECHANICAL FASTENERS PER MANUFACTURERS WRITTEN INSTRUCTIONS GA3 J I 1 la.,=1'-0.. , L 13"=1'-0" 5. USE ACCESSORIES PROVIDED AND INSTALL SANITARY COVE BASE PER MANUFACTURERS INSTRUCTIONS �3"=1'-0" a DEMOLITION LEGEND EXISTING TO REMAIN ------- DEMOLISH/REMOVE AREA TO BE DEMOLISHED ARCHITECT OF RECORD: BRR ARCHITECTURE,INC PRIOR TO DEMOLITION GC OT PROVIDE ADEQUATE F AVENUE SHORING FOR ALL STRUCTURAL ELEMENTS AND ov—N.rA ssxoa SYSTEMS.GC TO NOFITY AOR/EOR OF ANY UNFORESEEN CONDITIONS PRIOR TO START OF DEMOLITION FAx.ex3 xex 90aa rwn o h 'zww a ° W iAml-z3 a 3t Dgrcaw�OWw Oo z 3V jM- z€R H �rc d �o3z3�omm°or �nzg f~i1 ��78ot&o�a- wad F Q F z Z O U RE FENCE END POST O 0 NM 0 jEXTERIOR WALL o 0 a Q j 4 WALL LINE O m w OPSP1 1/4" w z FENCE NOT ~O CONTROL JOINT, Y 6" O CLARITYFOR N 1 1/2' Z Z� a FOR METHOD LINO REF SPECS 1/4" 12'-0"H X 12 GAUGE FENCE END POST O o n GALVANIZED STEEL Q O N _ CLOSUR WITH 1/-ANCHOR d° _ rn TO POST W ITH 1l4"TEK z Z Z mw SCREWSATI6"OC Y F� rn CONC SLAB a - - Z O 1/4"TEKSCREWSAT16"OC O N ~ ZF- CONCRETE SLAB 1/4"MAX Q m [WITH BROOM FENCE POST i o F � rn FINISH TYP i w O m FILL ALL EXTERIOR w y N 0 REF SPEECS INTS, O O O O O m Ua PAVING y SLOPE m Q "v SIDET311" FENCE FABRIC Y GALVANIZED METAL EXTERIOR 12"-0"H x 12GA CLOSURE PLATE WITH —i 5/16"x 1"SLOTTED HOLES ISSUE BLOCK AT 16"OC-FINISH TO - MATCH ADJACENT FENCE SECTION - III AGGREGATE BASE, POST CONTRACTION JOINT 1'-0' REF SPECS AND STRUCT SIDEWALK / CONIC PAVING PAVING SECTION CLOSURE DETAIL CLOSURE PLATE 3"=1'-0" 1 v 11/2"=1•_0" ` V /g"=1•_0" ` 1 11/2"=1•_0'• 10 10.1 10. 10.5 10.8 10.9 11.0 12.0 10 10.1 10. 10. 10. 10.9 11.0 12.0 99.58'7C 36-10" REF CIVIL 5'-6" 99.51'FS � GA - � G.4 CHECKED BY:JCM KO DRAWN BY: TMG G.3 - REFER TO SPEC SECTION 01500 FOR CONCRETE PAD, ,{,;; PROTO CYCLE: 05/30/25 DETAILS AND REQUIREMENTS FOR REF 8-OPDSP1 y >_ STORMWATER POLLUTION CONTROL AND SUB-SURFACE DOCUMENT DATE: 09I03125 SITE STORAGE OF MATERIALS AND REF SHEET SPi REF CIVIL FOR CURB DRAIN,REF CIVIL ea w REMOVE DOOR AND m LINE OF ADDITION, DEMO PAVEMENT AND EQUIPMENT.DEVIATIONS)FROM DETAILS F8 FOR MAIN BUILDING TRANSITION FROM 6" m 99.79'7C FRAME,GC TO INFILL TYP ASPHALT AS REQUIRED FOR SHOWN MUST BE SUBMITTED FOR SITE PLAN TO 0" 99.29'FS TO MATCH ADJACENT EXPANSION,REF 2-OPDSPI, APPROVAL IN ACCORDANCE WITH SPEC WALL REF CIVIL,AND REF STRUC SECTION 01330. INFILL, REF STRUCTURAL,CIVIL,AND REF STRUC 3 y MEP FOR ADDITIONAL REF CIVIL FOR PDSP DEMOLITION SOW AT SLOPE ALL EXTERIOR SLABS AWAY SPOT ELEVATIONS EXPANSION SITE FROM BUILDING.SLOPE SHALL BE A MIN G,2 3.01 ,•9I,, G.2 — 1:100(1%)AND SHALL NOT EXCEED 1:50 STOOP, "1' (2%).ALL SLABS SHALL MEET BUILDING PICKUP EXPANSION: REF STRUC, 99.92'TC AT ELEVATIONS UNO.WHERE 3,380 SF REF 1-SP2 { ° SLAB EDGE MEETS PAVING COORD TOP gg.42'FS OF SLAB WITH CIVIL DRAWINGS REF CIVIL FOR STORM IN LOCATIONS -,'��% ------ ------� G.1 G.1 DRA 100, U THE CONTRACTOR SHALL VERIFY THE EXACT LOCATION OF ALL EXISTING '-a UTILITIES(WETHER SHOWN OR NOT) PRIOR TO THE SUBMISSION OF THE BID ORTHE COMMENCEMENTOF .,_ REMOVE PORTION CONSTRUCTION.THE CONTRACTOR CONCRETE TO MATCH OF WALL FOR SHALL NOTIFY THE WALMART ADJACENT FINISHES, ,-��;a; DOOR OPENING CONSTRUCTION MANAGER OF THE COLOR AND TEXTURE, REF TYP 1-OPD1 DISCOVERY OF EXISTING UTILITIES NOT SHOWN OR NOTED ON THE DRAWINGS. 13088 Z w REMOVE REGISTERED 0 CONTROL JOINT, Z.. ? - U CONCRETE FOR � ARCHITECT REF 9-OPDSPi )'�. z in U ' a JAMB COLUMNS, NOTE: °' w o y REF STRUC /r"•'-/'— CONCRETE ..�a•�•°' O ARCHITECTURAL FINISH FLOOR -100.00' SIDEWALK CIVIL FINISH FLOOR =128.98' a- �1ARIAH Po1EYER ALL EXTERIOR DOORS =100.00, - U _ REMOVE DOOR,AND DOOR STATE OF WASHINGTON °- d FRAMES,:REF 2-,OPDSPI REF TO SITE PLAN 71 09/24/2025 EXTERIOR F.3 F INFILL, PDSP .Q PDSP F.3 REF STRUC ---FACE OF WALL E ^I 0 CONCRETE SLAB WITH BROOM STOOP AND J- 1-OPD2= REMOVE PORTION a 0 FINISH,TYP APRON, 99.92'TC OF CONCRETE FOR PAVING _ REF 2-SP2 STOOP,REF 1-OPD1 ii q O $LOPE PD SITE- � PLAN v = -III L ° I AGGREGATE BASE, 4'-0" 5'-6" REMOVEOVERHEAD REF SPECS REF STRUC COILING DOOR,REF NEAREST MEP 1-0" CONTROL JOINT REMOVE RACK($), REF FXS SHEETS ENLARGED PICKUP SITE PLAN SITE PLAN PICKUP DEMO SITE PLAN 8 SIDEWALK SECTION 2 ,/B"=,'-0" 1 1/8—V-0" CHFFT 3 2"=1'_0" a OPDSP1 KEYNOTES SHEET NOTES 3.13 6"WIDE X 6"HIGH CONTINUOUS CONCRETE CURB WITH SMOOTH HAND TROWEL FINISH AT BASE OF WALK-IN BOX • 5.20 STEEL PROTECTOR ANGLE. ,. ALL STEEL RACKS TO BE FURNISHED BY WALMART AND ANCHORED BY 5.54 32"GALVANIZED STEEL BOLLARD,4"OD FURNISHED BY OWNER,INSTALLED BY GC CONTRACTOR 9.49 PROVIDE GALVANIZED STEEL CLOSURE PANEL BETWEEN WALK-IN AND ADJACENT WALL OR COLUMN A. REF RACK ANCHORAGE PLAN FOR STEEL RACK AND/OR GONDOLA SHELVING FIXTURE ANCHORING REQUIREMENTS ARCHITECT OF RECORD: 16.05 INSTALL INSECT CONTROL UNIT TYPE NOTED BESIDE UNIT.REFER TO N1 FOR LEGEND AND NOTES. 2. REPAIR BOLT HOLES AND SPACES RESULTING FROM MERCHANDISE FIXTURE AND BRR ARCHITECTURE,INC EXTERIOR SIDE INTERIOR SIDE EXTERIOR SIDE 43/4" INTERIOR SIDE EXTERIOR SIDE INTERIOR SIDE OR STORAGE RACK RELOCATION OR REMOVAL,REF SPECS METCALF A. FILL ALL BOLT HOLES AND SPALLS RESULTING FROM FIXTURE AND OR STORAGE oveBwxo rn sszoa RACK RELOCATION OR REMOVAL IN NON CUSTOMER ACCESSIBLE AREAS WITH INSTALL CONT LOW 4"INSULATED WALK-IN FACE OF EXTERIOR WALL OR INSTALL CONT LOW 4"INSULATED WALK-IN NON SHRINK GROUT TEMPERATURE SEALANT,MIN PANEL WALL BY OWNER COLUMN 4"INSULATED WALK-IN TEMPERATURE SEALANT,MIN PANEL WALL BY OWNER 4 3/4 3. STUD WALL DIMENSIONS ARE TO THE FACE OF THE STUDS Fax.ezz-zsz-so... 28 DAYS AFTER SLAB HAS PANEL WALL BY OWNER 28 DAYS AFTER SLAB HAS FACE OF DEMISING WALL 4. WALLS AND INFILL OF EXISTING OPENINGS ARE TO MATCH THE CONSTRUCTION AND BEEN POURED AND BEFORE STRIP SCREED BY OWNER BEEN POURED AND BEFORE STRIP SCREED BY OWNER FINISHES OF ADJACENT EXISTING WALLS INSTALL CONT LOW OUTSIDE FACE OF WALK-IN PANEL WALL STARTUP OF FREEZER 1 1/4" 1 1/4" STRIP SCREED AND KEY STARTUP OF FREEZER 1 1/4" 1 1/4" 5. ROUTE ALL UTILITY SERVICE LINES,PIPES AND CONDUIT,WITHIN EXISTING BETWEEN PLASTIC STRIP AND CONT BEAD OF BUTYL EACH SIDE TEMPERATURE SEALANT,MIN BETWEEN PLASTIC STRIP AND CONT BEAD OF BUTYL EACH SIDE BY OWNER ADJACENT STUD WALLS WHEREVER POSSIBLE 28 DAYS AFTER SLAB HAS BY OWNER SLAB,BOTH SIDES BY OWNER SLAB,BOTH SIDES BY OWNER (3)2"LAYERS OF EXTRUDED POLYSTYRENE A. EX COOLERIFREEZERCONTRACT PANELS IN FOOD PREP AREAS WHERE UTILITIES MUST BE BEEN POURED AND BEFORE CEAL LOW TEMPERATURE STARTUP OF FREEZER CONT BEAD OF BUTYL EACH SCONTEAL LOW TEMPERATURE EXPOSED,CONTRACTOR TO HAVE THE OPTION OF THE FOLLOWING: SEALANT EACH SIDE BY OWNER SEALANT EACH SIDE BY OWNER FOAM INSULATION BOARD,REF SPECS FOR (1)2x10 PRESSURE - _ BETWEEN PLASTIC STRIP AND _____ _q_ :; SIDE BVOWNER (1)2x 10 PRESSURE _ - _ - DENSITY a. SURFACE MOUNT UTILITIES WITH PANEL CONTINUOUSLY ANCWITH SEALANTSEA BOTH TREATED BLOCKING AT - SLAB,BOTH SIDES ,i - TREATED BLOCKING AT SIDES L TIPE/CONDUO TO PANEL CONTINUOUSLY WITH SEALANT PERIMETER 3/4"x 1 1/2"KORLYTE TRANSITION - 3/4"x 1 1/2"KORLYTE TRANSITION b. INSTALL UTILITIES 1/2"OFF FACE OF PANEL TO ALLOW FOR CLEANING;USE STRIP AT DOOR OPENING,EXTEND CONT LOW TEMPERATURE PERIMETER a STRIP AT DOOR OPENING,EXTEND 126 4"SLAB,REF STRUC 5 2 x 10 PRESSURE TREATED SEALANT EACH SIDE BY ONLY NON-CORROSIVE ANCHORS;APPLY CONT SEALANT ALONG EDGES W 3"PAST DOOR OPENING EACH SIDE O - `a 3"PAST DOOR OPENING EACH SIDE OPDi REF STRUC FOR SLAB,SUB-SLAB AND JOINTS AND AT WITH CONSTRUCTION BLOCKING AT PERIMETER OWNER - AND ATTACH WITH CONSTRUCTION - - _ AND REINFORCING c. COVER UTILITIES WITH 20 GA SS BENT PLATES MOUNTED TO WALL WITH w ADHESIVE AND#12 x 3"ZINC ADHESIVE AND#12 x 3"ZINC NON-CORROSIVE ANCHORS;APPLY CONT SEALANT ALONG EDGES AND �¢r �" r LL o 0 0 w° 1 MIL POLYETHYLENE a 1 MIL POLYETHYLENE 2 4"x "HDPE 1 MIL POLYETHYLENE a a ❑o w w 5 O ° 5 O 3/ 3 5 - 3 COATED D ION INCOATED D SCREWS IN a"+'a°o CO 00 SCREWS .�..•_�' CO 00 SC S - Src INT w a w JO S _rc O VAPOR RETARDER WITH � i VAPOR RETARDER WITH TRANSITION STRIPS ATTACH VAPOR RETARDER WITH i _ CONCEALED PORTION OF STRIP _____ CONCEALED PORTION OF STRIP 6. RELOCATION AND SETUP OF GONDOLAS AND/OR RACKING AS INDICATED ON FXS w G€e m TAPED JOINTS,INSTALLED 3/4"x 1 1/2"HDPE TRANSITION STRIP TAPED JOINTS,INSTALLED -___= WITH#12 x 3"ZINC COATED TAPED JOINTS,INSTALLED 3/4"x 1 1/2"HDPE TRANSITION STRIP 1 z 'a oa�€ LL w SHEETS WILL BE PERFORMED BY OWNER BETWEEN CONCRETE AND - - BETWEEN CONCRETE AND WOOD SCREWS AT I8"OC BETWEEN CONCRETE AND O AROUND REMAINING PERIMETER; - AROUND REMAINING PERIMETER; I A. ANCHORING OF UPRIGHTS TO BE PERFORMED BY GENERAL CONTRACTOR ow3 �pw3a�°o� INSULATION AND WRAPPED ATTACH WITH CONSTRUCTION INSULATION AND - - STAGGERED AND INSULATION AND WRAPPED ATTACH WITH CONSTRUCTION _a� S - I B. ON SPECIAL PROJECTS,RELOCATION AND SETUP OF GONDOLAS AND/OR 3"+ AROUND W D BLOCKING, WRAPPED AR ND W D AR ND W D BL KIN 5 aDg w OU 00 OC G OU 00 CONSTRUCTION ADHESIVE OU 00 OC G • ADHESIVE AND#12x3"ZINC ADHESIVE AND#12x3"ZINC O :�S°w'�" orc3 REF PE BL KIN REF PE REF PE RACKING 4"INDICATED ON THIS SHEET WILL A PERFORMED BY GC z� S CS OC G S CS S CS COATED WOOD SCREWS AT i80C COATED WOOD SCREWS AT i80C 7. LOCATE ALL 44"DEEP RACKS 6"MIN FROM WALLS AND COLUMNS UNO H €� $o�&o �ap5€ STAGGERED STAGGERED 15 MIL POLYETHYLENE VAPOR RETARDER pm 8. LOCATE ALL RACKS LESS THAN 44"DEEP 3"MIN FROM ALL WALLS AND COLUMNS flm `. B A WITH TAPED JOINTS,REF SPECS UNO INSULATED FREEZER SLAB AT ENLARGED DETAIL AT PLASTIC TRANSITION STRIP DEMISING WALL 10.9 11.0 12.0 ' '1 _,•_0" 1 12"=1'-0" 3/4" 20'-3" z 7" F VERIFY LOCATIONS FOR ADDITIONAL ANGLES NOT SHOWN ON PLANS WITH y Z WALMART CONSTRUCTION MANAGER 6 x 4 x 3/8"CONTINOUS 7 O STEELANGLEPAINT PS PREMANUFACTURED G•4 OPD1 COOLER/FREEZER PANEL,NIC NOTE: G.3 rn - •' rn 6"x 4"x 3/8"CONTINUOUS 1. SEALED CONCRETE CURBS ARE TO BE FORMED AFTER WALLS,WALK-INS, STEEL ANGLE PAINT PS CONTINUOUS SEALANT ETC ARE IN PLACE,USING FACE OF WALL OR WALK-IN PANEL AS SIDE FORM 2. TYP DETAIL,REF PLAN FOR DOOR ORIENTATION e M 1/2"DIA x 2-1/2"CONCRETE POLYETHYLENE BETWEEN _ .'' a SCREW ANCHOR AT 12"OC 5" w CURB AND COOLER WALL OUTSIDE FACE OF WALK-IN PANEL PROVIDE 2-1/2"DEEP HOLE IN ry WALK-IN WALL '' _ •�,_' Q ° 00 Q� SLAB AND INSTALL ANCHOR TO u, 1 EXTERIOR SNUG TIGHT I _ INSIDE FACE OF WALK-IN PANEL °'« OPD7 -p #4x 6"AT 24"OC WALL BV OWNER - - Zp p CONCRETE SLAB 12A - 1 _ BOLLARDS REF 4 - 7 F- O 6"x6"CONC.CURB PLANS FOR TYPE, WALK-IN PANEL WALL OPD1 4"SLAB,REF STRUC _ OPD1 • •°'° '' - - L U` I� a - .`PICKUP'.' •.y..: .a.` O Z u. SIZE,NUMBER AND AND DOOR BY :FREEZER, HUB DRAIN LOCATION,TYP OWNER RE-SAW AND (3)2"LAVERS OF EXTRUDED - - REF PLUMBING 10" 10" EPDXY,REF STRUC POLYSTYRENE FOAM INSULATION r Q AT INSULATED SLAB BOARD,REF SPECS FOR DENSITY V INSTALL 3/4"x 1 1/2" 6"x 6"SEALED +• ANGLE AT ANGLE AT KORLYTE PLASTIC CONCRETE CURB ---- Z W ° TRANSITION STRIP WALK-IN PANEL CORNERS REF 9-OPDi, AT DOOR OPENING, REF FLOOR PLANS -r: - a °- fl' J 0 F- EXTEND 3"PAST FOR EXACT " ,• �/Z(n DOOR OPENING ON REF STRUC FOR O LL LOCATION I n�� N �a ° UU n PROTECTOR ANGLE CURB TRANSITION HOPE SLAB, AND TRANSITION STRIP REINFORCING 10 AROUND REMAINING STEEL ANGLE,REFS' --- PERIMETER FLOOR PLANS FOR G.2 o m EXACT LOCATION,TYP iSML POLYETHYLENE VAPOR •4 j CONT LOW RETARDER WITH TAPED JOINTS, z TEMPERATURE 10„ WALK-IN 10" - - REF SPECS OPD1 O SEALANT,BOTH SIDES INTERIOR m PREMANUFACTURED )SINGLE ACTING DOOR AT WALK-IN INSULATED FREEZER SLAB FREEZER UNDERSLAB PLAN ISSUE BLOCK COOLER/FREEZER PANEL,NIC ill"=1'-0" 7 3/4"=1'-0" 0 1/4"=1'-0" SEALANT POLYETHYLENE BETWEEN 10 10.1 10. 10.5 10.8 10.9 11.0 12.0 a. CURB AND COOLER WALL N` 20'-41/2" V-4' ° #4 x 6"AT 24"OC _ WITH 2"EMBED 8'I 22'-0' 12'-8" 2'-9"� 17'-7" 6"x 6"CONC CURB NOTE: 1. SEALED CONCRETE CURBS ARE TO BE FORMED AFTER WALLS,WALK-INS,ETC. 3-OPD2 5 4 ARE IN PLACE,USING FACE OF WALL OR WALK-IN PANEL AS SIDE FORM 4 OPD2 OPD2 CONCRETE CURB DETAIL 2. TYPICAL DETAIL,REF PLAN FOR DOOR ORIENTATION G.4 9 3. FOR WATERPROOFING,REF9-OPD1 1„-1'0. --------------------- ---------- - - -------- -- --- 3/4"x 11@"HDPE TRANSITION STRIP INSTALL CONT JOINT FILLER(PY1) (j•3 - r ❑ ❑ - ❑ AROUND REMAINING PERIMETER. PRIOR TO PANEL INSTALLATION I ATTACH WITH CONSTRUCTION AND BEFORE STARTUP OF NOTE: OUTSIDE FACE OF WALK-IN PANEL ADHESIVE AND#12x3"ZINC COATED FREEZER BETWEEN PLASTIC I I REF GROCERY WASTE AND WALL WOOD SCREWS AT 18"OC STAGGERED STRIP AND SLAB,BOTH SIDES I I 2 VENT PLANS FOR LOCATION OF VENTS 1 OPD1 CHECKED BY:JCM KO REQUIRING PROTECTIVE COVER 6"x 6"SEALED CONCRETE INSIDE FACE OF WALK-IN PANEL 1'-0" WALK-IN EXTERIOR 1-0" CURB REF 9-OPD1,REF I I DRAWN BY: TMG 3/8"EXPANSION _ _ WALL BY OWNER FLOOR PLANS FOR EXACT BOLTS AT 48"OC - _ LOCATION 1 PROTO CYCLE: 05/30/25 4"SLAB,REF STRUC WALK-IN PANEL WALL I PICKUP COOLER DOCUMENT DATE: 09/03/25 1/8"BENT STEEL PLATE _ (3)2"LAYERS OF EXTRUDED • _ AND DOOR BY OWNER F8 PICKUP FREEZER CONT VERTICAL TO 12C POLYSTYRENE FOAM INSULATION INFILL ^� STEEL ANGLE,REF COVER PLUMB VENT OPD1 I^ 1 BOARD,REF SPECS FOR DENSITY 10" FLOOR PLANS FOR 1 1 O - - EXACT LOCATION.TYP e 1 I 10" MIN 1 I a MIN FREEZER 3/4"x 1 1/2"KORLYTE TRANSITION STRIP (�`2 I o ° 1 RE-SAW AND INTERIOR AT DOOR OPENING.EXTEND 3"PAST 10, 8" _ AIR DOOR DOOR OPENING EACH SIDE AND ATTACH 1 1 EPDXY,REF STRUC • •- - ----- _ WITH CONSTRUCTION ADHESIVE AND# O EXISTING EXTERIOR •.,.'- - 'v W - g CMU WALL REF STRUC FOR ALµ ° 12x3"ZINC COATED WOOD SCREWS IN ----- ---- 946E � SLAB,SUB-SLAB AND CONCEALED PORTION OF STRIP 3/8"EXPANSION REINFORCING 15 MIL POLYETHYLENE VAPOR BOLTS AT 48"OC RETARDER WITH TAPED JOINTS, REF SPECS PIPE PROTECTOR, PUSH THROUGH VESTIBULE (HCR) REF 5-OPD1 PIPE PROTECTOR INSULATED FREEZER SLAB DOOR AT WALK-IN 3/4"=1'-0" 1/z'•=,•-o" G.1 PD1. - ❑ ❑ 10 10.1 10. 10. 10. 10.9 11.0 12.0 SPCKUPTORAGE OPD DOLLIES,TYP 3 O 946 'a0 3" 13088 REGISTERED JAMBCOLUMNS,STRUC, ARCHITECT G.3 - ❑ ❑ REF STRUC,TYP ------------------------- `vu'Ir`i T-10" CONCRETE SLAB 5.20 TYP I TOO MATCH MARIAH MEYER REF 8-GA3 1 ADJACENT,REF STATE OF WASHNGTON 1 STRUC I a F - 09/24/2025 6 946 PICKUP STORAGE Eo PICKUP RACKING,REF 4._ COOLER I OPD1 WALLS FXS SHEETS,TYP MANAGER'S STATION, MOBILE PICKUP INTERIOR:CMU WALLS,NO FINISH PRINTER AND STAND, 948 EXTERIOR:REF SHEET OPD2 FOR _ WALMART FURNISHED, RACKS,TVP 1 FREEZER R0700.002 O 10'-0"H REF 3-OPD1 FINISHES g 6--10" VENDOR INSTALLED R0700.002 I 947 - 946A - REF 3-OPD1 1 10'-0"H R0620.004 FLOOR MANAGER'S TYP PUSH REF 8-OPD1 EC:REF SHEET AI.I FOR FLOOR STATION PUSH 3 I THROUGH REF 5-GA3 OPD1 R0620.004 10 REF 5-GA3 FINISH PLAN THROUGH VESTIBULE, 949 REF8-QPD1 - R0620.001 OPD1 42,90 9.49 PRINTER AND OPD FLOOR VESTIBULE, 1 CEILING 6'-2" STAND 42 x 90 REF 8-OPD1 I OPEN TO STRUCTURE:NO FINISH PLAN AND ---- --- 16.05 D _ N - G.2 -- - ---------- -- -- ---- DETAILS 5.54 1 3.13 F TYP TYP 1 1 ryp O j R5003.000 I 1 3 F 1 ---- o�m I - -- 1 opD1 F.3 - ❑ ❑ ❑ l 1 OPD1 c��� l 1 16'-2' WING DOO 3Nv WING DOO 4'-7" INFILL,REF 6 _ 42x90 41r 42 x90 F•2 1'-6'• STRUC PD1. 1-OPD2 : WALK-IN PLAN ONLINE PICKUP FLOOR PLAN SHEFT 2 ) 1/4"=1'-0" 3/16"=T-0" O P D 1 a DEMO NOTES SHEET NOTES 1. SALES FLOOR TO BE ACCESSIBLE TO CUSTOMERS 1. ALL STEEL RACKS TO BE FURNISHED BY WALMART AND DURING NON-CONSTRUCTION HOURS,REMOVE ANCHORED BY CONTRACTOR CONSTRUCTION FENCING AND DUST WALLS INTERFERING A. REF RACK ANCHORAGE PLAN FOR STEEL RACK WITH CUSTOMER CIRCULATION OR ACCESS AND/OR GONDOLA SHELVING FIXTURE ANCHORING 2. DEMOLITION INCLUDES BUT IS NOT LIMITED TO ITEMS REQUIREMENTS 0 SHOWN DASHED 2. REPAIR BOLT HOLES AND SPALLS RESULTING FROM ARCHITECT OF RECORD: 3. REMOVE ALL DOORS SHOWN DASHED,REF DOOR MERCHANDISE FIXTURE AND OR STORAGE RACK BRR ARCHITECTURE,INC SCHEDULE FOR DOOR AND FRAME REPLACEMENT RELOCATION OR REMOVAL,REF SPECSSUITEMETCALF AVENUE 300 4. COORDINATE REMOVAL AND DISPOSAL OF EXISTING A. FILL ALL BOLT HOLES AND$PALLS RESULTING FROM o LA"M ssx0< FIXTURES WITH MECHANICAL SERVICES CONSTRUCTION FIXTURE AND OR STORAGE RACK RELOCATION OR .......e..a.�n.�on, MANAGER REMOVAL IN NON CUSTOMER ACCESSIBLE AREAS 5. REMOVAL OF GONDOLAS AND/OR RACKING WILL BE WITH NON SHRINK GROUT TEL:91-62-9095 FAx.e.3 zex s0<a PERFORMED BY OTHERS 3. STUD WALL DIMENSIONS ARE TO THE FACE OF THE STUDS 4. WALLS AND INFILL OF EXISTING OPENINGS ARE TO MATCH THE CONSTRUCTION AND FINISHES OF ADJACENT EXISTING WALLS 5. ROUTE ALL UTILITY SERVICE LINES,PIPES AND CONDUIT, WITHIN EXISTING ADJACENT STUD WALLS WHEREVER POSSIBLE A. ON COOLER/FREEZER PANELS IN FOOD PREP AREAS WHERE UTILITIES MUST BE EXPOSED,CONTRACTOR W w rcwo.' TOHAVETHEOPTION OF THE FOLLOWING: w QoF�Ua D3Ng a. SURFACE MOUNT UTILITIES WITH NON-CORROSIVE 'z ANCHORS;SEAL BOTH SIDES OF PIPE/CONDUIT TOa 3t�5rca Wop� PANELCONTINUOUSLY WITH SEALANT O 0�F Boa m b. INSTALL UTILITIES 1/2"OFF FACE OF PANEL TO e ALLOW FOR CLEANING;USE ONLY NON- z 3LLa g3�ppoa CORROSIVE ANCHORS;APPLY CONT SEALANT 0 I'V"3 8�a HH z€� i a ALONG EDGES AND JOINTS ? hoc�omNoroo H3 c. COVER UTILITIES WITH 20 GA SS BENT PLATES w _ _ g MOUNTED TO WALL WITH NON-CORROSIVE a w w rc ANCHORS;APPLY CONT SEALANT ALONG EDGES N �a 8o'&$ c`W-"n" a AND JOINTS 6. RELOCATION AND SETUP OF GONDOLAS AND/OR RACKING AS INDICATED ON FXS SHEETS WILL BE PERFORMED BY OWNER A. ANCHORING OF UPRIGHTS TO BE PERFORMED BY GENERAL CONTRACTOR B. ON SPECIAL PROJECTS,RELOCATION AND SETUP OF GONDOLASAND/OR RACKING AS INDICATED ON THIS SHEET WILL BE PERFORMED BY GC 7. LOCATE ALL 44"DEEP RACKS 6"MIN FROM WALLS AND COLUMNS LINO 8. LOCATE ALL RACKS LESS THAN 44"DEEP 3"MIN FROM ALL z WALLS AND COLUMNS UNO � 12.0 S 3 PD1. O rn �.122-0" �^ ^� 00 N row I O O rn >�o � Z°o Z� a ROOFING MEMBRANE f I'1 L O N V W Z m ZZ F_w Joo g ^^2 NNE Qo ROOFING SYSTEM, Z REFSTRUC m I I ° I I I I I ISSUE BLOCK I I PLATE AND ANGLE, REFSTRUC JIL J-MOLD 1"POLYISOCVANURATE 11.0 1"FURRING CHANNEL GYP BD CHECKED BY:JCM KO DRAWN BY: TMG PROTO CYCLE: 05/30/25 DOCUMENT DATE: 09103125 SPLIT FACE CMU,ALIGN WITH FACE OF EXISTING CMU 1/2"SEISMIC GAP WITH JOINT CONDITION BEGINS BACKER ROD AND FROM FF AND CONTINUES SEALANT,TYP EA SIDE TO TOP OF PARAPET F.2 -' EXISTING CMU TO REMAIN SEISMIC JOINT AT EXISTING CMU MASONRY LINTEL,REF STRUC FULLYADHERED GALVANIZED ANCHORS WATERPROOF WITH NEOPRENE MEMBRANE 0 WASHERSAT6"OCAT o_ =O= PERIMETER OF SCUPPER IN ID GALV SHEET METAL w ~m w 10 -"GYP BD 13088 REGISTERED INSIDE FLANGE-POP RIVET 3 LL o 3 JOINT CONDITION BEGINS � ARCHITECT AND SOLDER TO SHEET U F U FROM FF AND METAL SCUPPER AT ENTIRE z w g CONTINUES TO TOP OF PERIMETER w g m 1"FURRING CHANNEL w O w W SEALANT TOOLED PARAPET 117-4 (2)2X8 WOOD O N SMOOTH 1"POLVISOCYANURATE �1ARIAH'1EYER gpM BLOCKING EXISTING CMU TO REMAIN (1)1X8 WOOD STATE OF WASHNGTON 117'-0'• BLOCKING SPLIT FACE CMU,ALIGN 8"CMU MASONRY, WITH FACE OF EXISTING 09/24/2025 TO SCUPPER CMU 4"PERFORATED REF STRUC BACKER ROD TYPICAL JOINT METAL FASCIA COVER PERIMETER DRAIN PIPE. z MEMBRANE FLASHING SMOOTH FACE CMU DIAMETER=1.5xW SEALANT DETAIL 1" REF CIVIL DRAWING SET POLYISOCYANURATE NON-CURING SEALANT BELOW GRADE 20 GA GALVANIZED SHEET SLOPE 1/4" FOR CONNECTION TO METAL SCUPPER IN FULL 1"FURRING CHANNEL EXISTING INLET DRAIN, ao 116'-31/2" BED OF SEALANT-PAINT B G.4 PER 1'-0" AT 12"GASK OED FASTENERS REF CIVIL SLAB REF STRUC TO MATCH ADJ WALL 5/8"GYP BD AT 12"OC BO SCUPPER - - TREATED 2x WOOD NAILER 100'-0. ry h 16'-0" WATERPROOFING MEMBRANE FINISH FLOOR ATOM AT SCUPPER --- ---- 1/4"x4"MASONRY SCREW PREFORMED ANCHOR ATI2"OCSTAGGERED OPD DOOR GALVANIZED SHEET METAL GEOTEXTILE CONTROL EXTEND MEMBRANE OVERFILTER FOUNDATION, SECTION CLIP AT FACE OF WALL JOINT FILLER D NAILER AND SECURE COARSE REF STRUC PLAN & AROUND PERIMETER OF OPENING,PAINT TO MATCH . ADJ WALL SPLIT FACED FORM RAIL DETAILS GRAVEL FILL SPLIT FACE CMU-REF WALL I 1/2"PLYWOOD BACKER ROD CMU CONTROL SECTION FOR THICKNESS _ AND SEALANT ON TRUCATED TURA ON STRUCTURAL J-MOLD BACKER ROD AND BL112"SEISMIC OCKING GROUT CELL A _ CONT SEALANT 2X8 WOOD DRAWINGS BLOCKING SEALANT,TVP EA SIDE •Q g SCUPPER SECTION CMU CONTROL JOINT SEISMIC JOINT AT EXISTING CMU PARAPET CAP FLASHING WALL SECTION AT SCUPPER 1 1/2"=V-0„ , J /3"=1'-0" ` ` / 3/4•=1,-0• SHFFr O P D 1 .1 KEYNOTES 5.09 JIB CRANE HOIST ARM AND RAILING ASSEMBLY 7.21 SECONDARY OVERFLOW SCUPPER 7.41 1/2"PER FT TAPERED INSULATION CRICKET GFI OUTLET JIB CRANE RAIL ARCHITECT OF RECORD: 4'-0" 4'-0" 4'-0" REF ELEC MEMBERTVP BRR ARCHITECTURE,INC METCALF 6" REF STRUC DUI E 30D rA AVEH ssxoa JIB CRANE RAIL MEMBER TYP O a HOIST ARM ROOF BEYOND .......e..a.�n.�om REFSTRUC TQ AND rAxTEL.ezz-zsx-soaa O a SUPPORT 01L,K REF STRUC 1"8" AT SIM CONDITION NOTE:FOR ROOF PENETRATIONS 7 O REF STRUC FOR ROOF LOCATED WHERE WALKWAY PADS PD1. MEMBER TYP JIB CR NE IL SAFETY CHAINS,CURT HOOKS PAD EYES, STRUCTURE ARE INSTALLED,TRIM WALKWAY - REF STRUC AND TUBE CAPS BY PADS 4"FROM EDGE OF ROOF CENTER WALKWAY PADS ON w GFI OUTLET PENETRATION FLASHING BEFORE J RAILING FABRICATOR, JIB CRANE SPACED 3"APART ¢ REF ELEC CMU PAD INSTALLATION. AND 6"FROM EDGE OF ROOF U TYP REF ELEVATIONS FOR TYPE AND SIZE OR PARAPET METAL FASCIA ~ O FASCIA COVER ° COVER U REF gLp EL ROOF WALKWAY PADS METAL FASCIA COVER o y �',°e wwOo~ NOTE:DO NOT INSTALL _ / $�� WALK WAYPADS UNTIL — — — — — — — — — — — — — — — — — -�+ — — — — — — — — TOM ° aw3F ROOF PENETRATION - a 3-- FOR PARAPETS OVER V-0"PROVIDE FLASHINGS ARE COMPLETE. — — — — — — — — — — — — — — — — — — — — — — — — w _ w � a o 4 °' REF STRUC FOR RAILING t a ° iv I SUPPORT BRACKET TYP ¢p w�"°m INTERMEDIATE I"CONTINUOUS METAL --- z ROOFING SYSTEM Z � =M�oa° zorc ---- ---- ---- --- - tiI O a � � €� BATTEN STRIP WITH DRIVE PIN OR SCREW ROOF LINE O— ANCHORSATI2"OC-COVERWITH STRIP PROVIDE SINGLE ROW OF ��w z __'";_ S"�a�� °aw OF SAME MEMBRANE USED FOR WALL WALKWAY PADS ON JIB CRANE 5 sry g'� °w� FLASHING AND SEAM PER ROOFING MFR ACCESS SIDE OF UNIT. Zz° ¢' a �o �OmG�arcwoog5 REQUIREMENTS FIELD VERIFY LOCATION w Z J REF STRUC FOR $ w H R -H 2"SQUARE STEEL TUBING ��� RAILING SUPPORT �� 8°° oc`-=' REF STRUC ¢ w BRACKET TYP EXTERIOR WALL rn FULLY ADHERED WATERPROOFING MEMBRANE HEAT WELD OR ADHESIVE ATTACH TO ROOF 8"FROM GROUT CELLS AT JIB -0" CURB, REF STRUC FOR RAILING CRANES HOIST ARM AND SUPPORT 1"CONTINUOUS TERMINATION TYP RC RTU SUPPORT BRACKET TYP BRACKET LOCATIONS 0 REF STRUC EXTERIOR WALL BAR WITH DRIVE PIN OR REF STRUC FOR ' r (SHOWN IN BACKGROUND OE O HOIST ARM AND SUPPORT SCREW ANCHORS AT 12"OC REINFORCING y FOR CLARITY) REF O� REF STRUC ROOFING MEMBRANE ,1pl1` 2 F 1'-2 1/2' RCU RTU o FASTENER AND PLATE PROVIDE CRICKET AT ALL MECHANICAL O gGAP EQUIPMENT,RTU'S,ETC.INSTALL ROOFING INSULATION WITH 1/2"PER FOOT SLOPE TO OPEN END AT BOTTOM CONT COMPRESSIBLE PROVIDE POSITIVE DRAINAGE AROUND UNITS. CONTINUOUS SEALANT AT O PERIMETERS OF BRACKETS,TYR OF RAILING,TYP EXP JT-REF SPEC REF ELEVATION SECTION ISOMETRIC TERMINATION BAR PAD LAYOUT TYP ALL UNITS JIB CRANE ASSEMBLY 00 N 13 ,,/2"_ o o 3/8"=1'-0" 00 Qa �o z z°� a RTU Z //I�'►►a FULLY ADHERED ® 9, V W Z m FLASHING MEMBRANE Z Z�� MANUFACTURED `7 5.09 0 EXTEND UP AND 2 J F- METALCURB 5 �2 WITH OVER TOP OF CURB p Z V) REF 5-A4 FOR SIM ORD2 OR LOCKABLE LL N CONT EDGE SEALANT IF 13 SIM 5 6" REQUIRED BY MFR INSULATION PIPING SUPPORT Q �- � DETAIL COVER CONT SEALANT AROUND METAL FLASHING CLIP L PD1 PD1. w ROOF MEMBRANE FASCIA COVER V g FASTENER AND PLATE CORNERWATERPROOFING O MEMBRANE SMOOTH FACE CMU o � •ti WALKWAY PADS, w WALL OPENING Q ISSUE BLOCK LL 00 CONTINUOUS TOOLED INSULATION ANGLE WHERE SEALANT BETWEEN REQUIRED, PARAPET COPING AT CRICKET, REF STRUC JOINT � REF 4-OPD1.2 ROOF TOP UNIT SCUPPER ELEVATION \ ' _______�____ M TYP 12 1/2"x 36 1/2" REFRIGERATION LINE CONTROL JOINT, ROOF PENETRATION,REF STRUC I� MEP AND REF 3-A4.1 5 WATERPROOFING PDi. MEMBRANE o CONT. 0 o SEALANT PARAPET STEP Q o FASCIA COVER 11 RCU ON CURB,REF 5-5 CHECKED BY:JCM KO 3/4"EXT.PLYWOOD AT MEP,REF STRUC CMU FOR LOCATION, REF 2�OPD1.1 DRAWN BY: TMG It AND REF 6-A4 INSTALL WALKWAY O PADS AROUND PROTO CYCLE: 05/30/25 EXISTING CMU 22 WATERPROOF ROOF TOP UNITS o WALL w MEMBRANE AND FASCIA COVER BELOW REF 12-OPD1.2 DOCUMENTDATE: 09/03/25 CMU PARAPET w Awl FULLYADHERED EXISTING ° WATERPROOFING MEMBRANE O CRICKET, "v O CMU WALL 13 PLYWOOD AND TREATED 2x4 F REF 4-OPD1.2 PD, 1"CONT TERMINATION BLOCKING(AT STUD CONNECTION ONLY) z BAR WITH DRIVE PIN CONTINUOUS o 5 1"CONTINUOUS TERMINATION BAR WITH SEALANT MASONRYANCHORS DRIVE PIN SCREW ANCHORS AT 12 PD1. AT 12"OC MAX " ROOF SLOPE SIM SPLICE TAPE COVER PLATE 5'-5" 1/4"PER FOOT - 2"SEISMIC PRESSURE SENSITIVE FLASHING FOR 2"SEISMIC GAP ' GAP WATERPROOF EPDM WATERPROOFING MEMBRANE MEMBRANE FULLY OR HEAT WELDED FLASHING FOR TPO WATERPROOFING ADHERED WATERPROOFING MEMBRANE MEMBRANE O ROOF MEMBRANE 1" TERMINATION BAR AND SEALANT W/DRIVE PIN MASONRY 13 ANCHORS AT 12"O.C.GRIND SPLIT INSULATION FACE TO ACHIEVE A SMOOTH FINISH PDi. STRUCTURE(VARIES) 1�1 IROOF TO WALL SECTION FACE OF CMU RTU,REF MEP, b • /8 REGISTERED PARAPET STEP FLASHING FLASHING MEMBRANE REF 10 OP 1.2 � REF 10-OPD1.2 �AND ARCHITECT 6 TRIM ROOF MEMBRANE TO WITHIN Pot MARIAH MEYER 1/2"OF CLAMPING RING SEAL _ STATE OF WASHINGTON ----------------------- SUMP SUMP 09/24/2025 TAPER INSULATION TO TAPER INSULATION TO PRIMARY DRAIN PRIMARY DRAIN w 2'-0„ 2'-0„ OVERFLOW PIPE BELOW N ROOF CURB ROOF DRAINS ————————— ROOF,REF MEP,TYP———————————————————————————— OUTLINE REF PLUMB 01 UNDER DECK n OPD ROOF e 2 CLAMPING RIN �� PLAN & „°�% ' PD,. `' 13'-4" DETAILS PROVIDE CRICKET AT ALL MECHANICAL EQUIPMENT, RTU AND RCU'S.INSTALL SUMP PRIMARY ROOF DRAIN SYSTEM WRAP tREFSTRUC PIPE WITH TAPERED INSULATION TO REF PLUMB FOR LOCATION INSULATION, SIM SIM 5 TYP ACHIEVE MIN 1/2"PER FOOT AND ROUTING PER SPECS SLOPE TO PROVIDE POSITIVE EDGE OF TAPERED PDi 6 DRAINAGE AROUND UNITS ROOF INSULATION,TYR INTERNAL ROOF DRAIN SECTION CRICKET ROOF DRAIN DETAIL SAT PRIMARY DRAIN ENLARGED ROOF PLAN $HFFT OPD1 .2 SHEET NOTES 1. NOT USED 2. GUTTERS,DOWNSPOUTS,STEEL DOOR, FRAMES,EXPOSED METAL FLASHING,AND EXPOSED MISCELLANEOUS STEEL SHALL Cj,3 G,4 MATCH ADJACENT BUILDING COLOR UNO. ARCHITECT OF RECORD: IF THERE ARE TWO ADJACENT COLORS AT BRR ARCHITECTURE,INC DOORS,USE THE BOTTOM COLOR FOR F AVENUE IT THE ENTIRE DOOR. ovEBwxo rA sszoa 3. PARAPET STEPS OCCUR AT CONTROL .......e..a.m.�om JOINTS ONLY.REFER TO STRUCTURAL FOR CONTROL JOINT LOCATIONS. FAx.Rz3 zsx soaa KEYNOTES 4.08 SPLIT FACE CMU 7,07 ROOF LINE 7.21 SECONDARY OVERFLOW SCUPPER 8.02 HOLLOW METAL DOOR AND FRAME rwn o " 'zww a 1° U, IS a �o�g "W- �4s g ��a8ot&oir- "'a PD1. ! — I TOM 1 117'TOM --+ 1 ROOFING MEMBRANE F z ROOFING SYSTEM, F REFSTRUC z z 0 U PLATE AND ANGLE, REF STRUC U to JIB CRANE 0 0 M N 0 C--::) W 00 Q° PROVIDE 80"CLEARANCE Q MIN.WHEN JIB CRANE IS o LOCTED IN EXIT PATHWAY Z p z moo` Z a V ui z o MASONRY FILL Z Z�w INSULATION TO v7 O ROOF DECK,REF � J p H SPECS N Qo z m 0 ISSUE BLOCK NOTES: 1. ALL WALL ANCHORS SHALL BE ZINC OR ALLOY OR STAINLESS STEEL.PROVIDE NEOPRENE SPACERS BETWEEN DISSIMILAR METALS, 2. SECURITY DOOR HARDWARE PER MANUFACTURER. 3. FIELD VERIFYALL DIMENSIONS. WALK-IN FREEZER PANEL CONC.SLAB REFSTRUCT ROOF LADDER,REF SPECS FOOTING PLATFORM REFSTRUCT 8^CMU MASONRY, PARAPET FLASHING, REF STRUC REF 3-OPD1.1 PROTECTOR ANGLE CHECKED BY:JCM KO 117'-4^ TOM SMOOTH FACE DRAWN BY: TMG WALL BRACKET AND FREEZER SLAB, CMU BELOW GRADE HARDWARE FURNISHED REF SHEET OPDi 1-2,. PROTO CYCLE: 05/30/25 BY MANUFACTURER, INSTALLED BY GC,TYP DOCUMENT DATE: 09/03/25 --- z- ` GEOTEXTILE "q ' FILTER FABRIC 4"PERFORATED 3/8"THRU-WALL _ - PERIMETER DRAIN PIPE. ANCHORS W/ REF CIVIL DRAWING SET WASHER& `. `..e: -_ _ FOR CONNECTION TO 2"x2"x1/a"STEEL EXISTING INLET DRAIN, BACKING PLATES,TYP REF MEP,REF CIVIL :•: �;- e COARSE GRAVEL FILL I I I I I I I I I I I I I I I I .Q ,' ` • -I I NO PIPING,UNISTRUT, CONDUIT,OR OTHER CONSTRUCTION BE L WALL SECTION LOCATED IN AREA -- BETWEEN LADDER AND WALL -- 1�1C_-�1 AT J I B C RAN E 3/4"=1'-0" SECURITY DOOR AND SIDE PANEL BY MANUFACTURER 12.0 11.0 10.9 12.0 7.07 7.21 ,8"x40"TYP, F.2 F.3 REF2-OPD1.1 G ) G.1 1308Tvxr, ERED 5 1 1 4 4/ CAP a.oe a.os CAP TECT MINIMUM CLEARANCE BETWEEN CENTER OF JIBCRANE, OPD2 DPD2 P49E P48E P49E P49E LOADDER AND WALL TO BE 7" ATOM REFSPECS 70M TOM MARIAH MEYER 5/8"GYP BD .. 122'� �,-y„ CAP,TYP 1zz'`r o" <. ..:... 41 zz'-o^ STATE OF WASH INGTON P49E 1"FURRING CHANNEL 7.07 1"POLVISOCYANURATE 09/24/2025 FLOOR BRACKET BY o a 117'_4"I� MANUFACTURER, ---- - ------ 7.07 _ ANCHOR INTO .; REROUTED `��' CONCRETE WITH 1/2" 4.08 OVERFLOW DRAIN, CONCRETE SCREW , P49E TYP,REF MEP AND 2"EMBEDMENT ;; O CONCRETE PAD, I REF 8-OPDSPi Ii lilt Ii II OPD 4"PERFORATED PERIMETER .. `q. EXTERIOR DRAIN PIPE.REF CIVIL MOUNTED LADDER - -- III GEOT DRAIN, CONNECTION TO EXISTING a-- REF 5-OPD1.1AND EXTERIOR ., METALOOVAR,REF ELEVATIONS DRAWING SET FOR CONTROL JOINT, WITH BLE INLET DRAIN,REF CIVIL REF STRUC,TYP FILTERXTA SPECS BRIC COARSE FINISH 1OIS . ISH FLOOR GRAVEL F _ oo OCJ O CJ CJ CONTROL JOINT CJ REF5-OPD1.1 AND ROOF LADDER SECTION EXTERIOR ELEVATION EXTERIOR ELEVAITON REF STRUC, EXTERIOR ELEVATION SHEFT 3/i 6"=1'-0" ` ` / 3/16"=1'-0" ` ' /3/16"=1'-0" �� �� �� �� OPD2 KEYNOTES GENERAL NOTES SHEET NOTES 13.10 TI NET OPENING.COORDINATE WITH CEILING GRID ACCESS WHEN 1. ROUTE CONDUITS,UTILITIES,AND SUPPORTS 6"MIN AWAY 1. INSTALLATION SHALL NOT COMMENCE UNTIL WALK-INS APPLICABLE FROM WALK-IN PANEL EDGES TO ALLOW FOR NET AND ALL WORK ABOVE IS INSTALLED INSTALLATION A. GC SHALL COORDINATE INSTALLATION WITH OWNER 2. ATTACH BOTTOM WEB OF NET AT 24"OC THROUGH CONSTRUCTION MANAGER AND ALL TRADES AND INTEGRAL GROMMETS WITH#10 x 3"WOOD SCREWS AND WORK BY OTHERS #10 WASHERS 3/4"FROM EDGE OF WALK-IN PANEL 2. MEASURE,CUT,AND INSTALL ALL NETTING AND ARCHITECT OF RECORD: 3. CONTINUE STRAP FROM WALK-IN PANEL TO JOIST PANEL ACCESSORIES PER MANUFACTURER'S INSTRUCTION BRR ARCHITECTURE,INC POINT OR GIRDER AT CORNERS,ADDITIONAL STRAP MANUALMETCALF AvexuE 300 REQUIRED A. NETTING MAY LEAN INWARD TOWARDS CENTER OF oveBwxo rA ssxoa 4. REF SPECS FOR VERTICAL BARRIER NETTING SYSTEM WALK-IN BOX BUT SHALL NOT LEAN OUTWARD AND COMPONENTS BEYOND PARALLEL TO FACE OF BOX 3. WHERE DUCTS OR PIPING REQUIRE PENETRATION OF FAx.e.3.. ..a NETTING,CUT NETTING AROUND DUCTS OR PIPES AND LASH NETTING ACCORDINGLY 4. EXISTING SAFETY NETTING MAY BE MODIFIED FOR ITEMS LOCATED ABOVE EXISTING BOX,INCLUDING DUCTWORK, CONDUITS,REFRIGERATION LINES,ETC REF 5-OPD3 A. EXISTING SAFETY NET SYSTEM MAY NOT BE USED OR MODIFIED FOR BOXES REPLACING EXISTING BOXES W � hh�pwnz3 a 3t Dgrcaw��Ww MH H z �rc d �03�3° om5°or �nzg f~i1 ��78ot&o�a- wad ROOF SYSTEM F STRUCTURE ~ z REF MEPFR FOR DUCT, . .. .. CONDUIT,AND PIPING o .. .. .. .. .. .. LOCATIONS AND SIZES FASTEN WEB STRAP U CUT OPENING IN NETTING NO WEB STRAP THROUGH EVERY JOIST LARGER THAN 1"GREATER REF SPECS PANEL POINT,6'-0"OC THAN PENETRATION NET SYSTEM MAX 00 REFSPECS O O N ATTACH BOTTOM NET INSTALL NETTING 60°MAX CID NETTING SYSTEM WEBBING TO WALK IN RELATION TO O 0 REF SPECS PANEL BLOCKING AT 2'-0" rn HORIZONTAL WALK-IN LASH NETTING AT ALL CUT OC THROUGH INTEGRAL CEILING PANELS GROMMETS WITH#10 x 3" ZO o O PENETRATIONS,REF SPECS WOOD SCREWS AND 7 F Oa, WALK-IN PANEL WASHERS AT FROM L Z a EDGE OF WALK-IN N PANEL WALK-IN PANEL O ATTACH BOTTOM OF NETTING ATkT W Z EACH SIDE OF SPLICE WITH#10 x 3" WOOD SCREWS AND#10 WASHERS ALTERNATE CONDITION Z F THROUGH GROMMETS-ADDGRO CEILING AS SCHEDULED O co NETTING PENETRATIONSMMETSASNEEDED NET SYSTEM ATTACHMENT PERPENDICULAR TO STRUCTURE < z z m 0 1/2"SLEEVE ANCHOR WITH 3/8" ROD COUPLING WITH 1 1/2"MIN EMBEDMENT AND A 3/8"EYEBOLT REF SPECS NOTES: ISSUE BLOCK 1. WHERE NETTING HEIGHT IS LESS THAN 5',GATHER LOOP WEB STRAP NETTING AT STRUCTURE TO ENSURE FULL THROUGH EYE BOLT TENSION FROM WALK-IN PANEL TO JOIST. EXTERIOR WALL 2. FOR PERPENDICULAR ATTACHMENT WEAVE CONT WEB STRAP REF 6-A3.4a TOP WEB STRAP AT TOP WEB STRAP AT THROUGH NETTING AT ROOF SYSTEM 3. FOR PARALLEL ATTACHMENT CORNER FOR LOWER NET CORNER FOR UPPER NET EACH OPEN END REF 5-A3.4a PROVIDING 6"MIN OF NET 4. FOR NETTING PENETRATIONS BEYOND STRAP REF 4-A3.4a STRUCTURE FASTEN WEB STRAP FASTEN WEB STRAP THROUGH EVERY JOIST THROUGH EVERY JOIST PANEL POINT,6'-0"OC PANEL POINT,6'-0"OC MAX MAX i WEB STRAP REFSPECS NETSVSTEM _ _ INSTALL NETTING 60°MAX Zo� REFSPECS IN RELATION TOCHECKED BY:JCM KO TYPICAL WEB STRAP INSIDE CORNER AT SPLIT INSIDE CORNER AT SPLIT WALLANCHOR CEIRLING PANELSIZONTAL LK-INDRAWN BY: TMG ATTACHMENT AT ELEVATION ELEVATION GREATER PROTO CYCLE: 05/30/25 JOIST THROUGH JOIST ` (TRANSVERSE NET (PARALLEL NET THAN 6 ATTACH BOTTOM NET WEBBING PANEL POINT ATTACHMENT ATTACHMENT) � TO WALK-IN PANEL BLOCKING DOCUMENTDATE: 09/03/25 AT ZI OC THROUGH INTEGRAL GROMMETS WITH#10 x 3"WOOD NETSYSTEM SCREWS AND#10 WASHERS AT REF SPECS 3/4"FROM EDGE OF WALK-IN PANEL INSTALL WALK-IN PANEL NETTING WITHOUT SLACK Y WEAVE CONT WEB STRAP THROUGH NET SYSTEM ATTACHMENT PARALLEL TO STRUCTURE i NETTING AT EACH OPEN END,TYP 3/8 P1001 UNISTRUT WHERE REOT) FOR NET ATTACHMENT,LOCATE WITHIN 3"OF JOIST PANEL POINTS ATTACH BOTTOM NET WEBBING TO WALK-IN 13088 PANEL BLOCKING AT 24"OC THROUGH REGISTERED INTEGRAL GROMMETS WITH #10 x" ARCHITECT WOOD SCREW AND WASHERS 3/4" FROM EDGE OF WALK-IN PANEL LINE INDICATES EXTENT NETTTINGING A rlil AT TOP ATTACH WEB STRAPS TO UNISTRUT USING OF WALK-IN 5/16"EYEBOLT FASTENED TO UNISTRUT REF 2-OPD3 �,ARIAH MEYER WITH 5/16"NUTS AND WASHERS STATE OF WASHINGTON 09/24/2025 CENTER OPENING IN NETTING WITH OPENING IN CEILING GRID PICKUP COOLER PICKUP FREEZER CONT WEB STRAP FROM 2"FOOTMAN LOOP CEILING TILES AT WALK-IN PANEL THROUGH JOIST PANEL OMITTED FOR POINT AT ALL INSIDE AND OUTSIDE CLARITY CORNERS AND NET TERMINATIONS EDGE AT CORNERS PROVIDE ONE WEB STRAP TO TENSION NET AT TOP CHORD AND ONE FROM JOIST PANEL POINT TO PROTECTION FOOTMAN LOOP AT WALK-IN PANEL AT STEEL GATHER NETTING AT CORNERS AND SECURE WITH LASHING D JOIST TIES,REF SPECS ATTACH FOOTMAN LOOP WITH(2)#10 x 3"WOOD SCREWS CENTERED ON WOOD BLOCKING 3/4"FROM EDGE OF WALK-IN BOX,PLACE SCREW ATTACHMENT 1"MIN FROM END OF BOX, 13.10 13.10 REF SPECS NET SYSTEM ON WALK-IN BOX OPD SAFETY NET PLAN SHEFT e 1/4"=V-0" 4„= ._o„ OPD3 ABBREVIATIONS DESIGN LOADS GENERAL NOTES STATEMENT OF SPECIAL AS ANCHOR BOLT 1.BUILDING CODE 1.0 GENERAL ACI AMERICAN CONCRETE INSTITUTE A.BUILDING CODE 2021 INTERNATIONAL BUILDING CODE 1.1 STEEL FRAMING IS NON-SELF SUPPORTING AND REQUIRES INTERACTION WITH OTHER ELEMENTS NOT CLASSIFIED AS STRUCTURAL STEEL TO PROVIDE THE REQUIRED STABILITY AND ARE ABOVE FINISHED FLOOR INSPECTIONSWITH WA STATE AMENDMENTS RESISTANCE TO LATERAL FORCES. ARCHITECT OF RECORD: AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION 1.2 THE STEEL FRAMING AND ALL CONCRETE AND CMU WALLS SHALL BE TEMPORARILY BRACED UNTIL ALL STEEL BRACING,FLOOR AND DECKS,AND CONCRETE AND CMU WALLS HAVE BRR ARCHITECTURE,INC AlSI AMERICAN IRON AND STEEL INSTITUTE SPECIAL INSPECTIONS ARE REQUIRED TO BE PERFORMED BY THE 2.GRAVITY LOADS BEEN INSTALLED AND ALL CONNECTIONS BETWEEN THESE ELEMENTS HAVE BEEN MADE. -EnUE ARCH ARCHITECTURAL OWNER'S CONSTRUCTION TESTING LABORATORY(CTL).REFER TO A.ROOF DEAD LOAD MAX MIN 1.3 THE CONTRACTOR SHALL COORDINATE THE SIZE AND LOCATION OF PENETRATIONS THROUGH THE STRUCTURE FOR MECHANICAL,ELECTRICAL AND PLUMBING WORK. ovERuno ewax,xs sszoa APPENDIX B OF THE PROJECT SPECIFICATIONS FOR THE FOLLOWING -ROOF INSULATION AND METAL DECK 6 PSF 3 PSF 1.4 EXISTING CONDITIONS SHOWN MAY NOT REFLECT EXACT"AS-BUILT"CONDITIONS.BIDDERS SHALL FIELD VERIFY EXISTING CONDITIONS PRIOR TO SUBMITTING FINAL BID.WITHIN ASTM AMERICAN SOCIETY FOR TESTING AND INFORMATION REGARDING THE REQUIREMENTS OF SPECIAL ONE WEEK FROM THE START OF CONSTRUCTION DATE GENERAL CONTRACTOR SHALL FIELD VERIFY ALL EXISTING MATERIAL,MEASUREMENTS,AND ELEVATIONS AND SHALL NOTIFY MATERIALS INSPECTIONS: -STEEL JOISTS 3 PSF 2 PSF THE ARCHITECT,STRUCTURAL ENGINEER OF RECORD AND THE OWNER'S CONSTRUCTION MANAGER OF ANY DISCREPANCIES OR FORESEEN PROBLEMS.GENERAL CONTRACTOR rwx.9.x-xsx-soaa AWS AMERICAN WELDING SOCIETY -MECH,ELEC,PLUMBING,SPRINKLER,8 MERCHANDISE 6 PSF 1 PSF SHALL BE RESPONSIBLE FOR COORDINATING ALL FIELD MEASUREMENTS,EXISTING CONDITIONS,AND KNOWN COMPLICATIONS WITH THE MATERIAL SUPPLIERS. BFF BELOW FINISHED FLOOR 1.THE MATERIALS,SYSTEMS,COMPONENTS AND WORK REQUIRED 1.5 BL BLO K LINTEL TO HAVE SPECIAL INSPECT I ONS. GENERAL CONTRACTOR SHALL CAREFULLY COORDINATE DEMOLITION AND NEW CONSTRUCTION WITH ALL OTHER DISCIPLINES AND EXISTING CONDITIONS. ' 2.THE TYPE AND EXTENT OF EACH SPECIAL INSPECTION. 1.6 GENERAL CONTRACTOR SHALL PROTECT EXISTING STRUCTURES,UTILITIES,PROPERTY,ETC DURING CONSTRUCTION.RESTORE ALL ITEMS DAMAGED,AS REQUIRED BY OWNER'S BM BEAC TOTALS 15 PSF 6 PSF M 3.THE TYPE AND EXTENT OF EACH TEST. REPRESENTATIVE,TO THE OWNER'S SATISFACTION AT NO COST TO OWNER OR WITHOUT EXTENSION OF CONTRACT TIME. SO BOTTOM OF 4.ADDITIONAL SPECIAL INSPECTION REQUIREMENTS FOR WIND OR B.ROOF LIVE LOADS 1.7 BUILDING COMPONENTS ABANDONED BY THE SCOPE OF WORK SHALL BE SECURED TO PREVENT FALLING,LOOSENING OR CREATING DAMAGE OF ANY KIND IN THE FUTURE. BOM BOTTOM OF MASONRY SEISMIC RESISTANCE(WHEN APPLICABLE). 1.ROOF 20 PSF (MIN OR SNOW LOAD) 1.8 GENERAL CONTRACTOR IS RESPONSIBLE FOR PROVIDING TEMPORARY SUPPORT AND MAINTAINING STABILITY OF EXISTING STRUCTURE DURING ALL PHASES OF CONSTRUCTION. BOS BOTTOM OF STEEL 5.THE FREQUENCY OF SPECIAL INSPECTIONS AND TESTING. 2.RAIN INTENSITY(60-MIN) 20 IN/HR 1.9 BEFORE OR CONCURRENT WITH ANY EXCAVATIONS ADJACENT TO THE EXISTING BUILDING FOUNDATION OR SLAB,GENERAL CONTRACTOR IS RESPONSIBLE FOR PROVIDING BRG BEARING 3.PONDING 32 PSF(PEAK) (REF JOIST DIAGRAMS) TEMPORARY SUPPORT FOR THE BASE AND SUBGRADE OF THE EXISTING SLAB AND FOUNDATIONS TO PREVENT UNDERMINING. y p o THE SPECIAL INSPECTION REQUIREMENTS ARE BASED ON CHAPTER 17 CJ CONTRACTION JOINT 1.10 GENERAL CONTRACTOR SHALL PROVIDE FIRE PROTECTION FOR THE EXISTING STRUCTURE AND BUILDING CONTENTS DURING WELDING OR ANY OTHER CONSTRUCTION ACTIVITY w °o OF THE IBC.THE EXEMPTIONS ALLOWED FOR CONCRETE h HF a iN CL CENTER LINE C.SNOW LOADS THAT GENERATES SPARKS OR INTENSE HEAT. ° - CONSTRUCTIONHAVEBEENUTILIZEDWHEREAPPLICABLE. w t� w°gi3V 1.11 THE STRUCTURAL ENGINEER OF RECORD ITS EMPLOYEES AND REPRESENTATIVES SHALL NOT BE RESPONSIBLE FOR AND WILL NOT HAVE CONTROL OF CONSTRUCTION MEANS CUR CLEAR 1.GROUND SNOW LOAD(Pg) 20 PSF of ° CMU CONCRETE MASONRY UNIT 2.IMPORTANCE FACTOR(1) 1.0 METHODS,TECHNIQUES,SEQUENCES OR PROCEDURES,OR FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE CONSTRUCTION WORK;NOR W ILL THEY BE K COL COLUMN 3.SNOW EXPOSURE FACTOR ICE) 1.0 RESPONSIBLE FOR ANY FAILURE BY THE CONTRACTOR TO PERFORM OR COMPLETE CONSTRUCTION IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. Z >F V CONIC CONCRETE 4.ROOF THERMAL FACTOR(Cl) 1.0 p ��a w 2.0 FOUNDATIONS AND SLABS-ON-GRADE r z ; ;aw�o°'a COND CONDENSER UNIT 5.FLAT ROOF SNOW LOAD 20 PSF w �'aoy Qo€a��N CONST CONSTRUCTION 2.1 FOOTING DESIGNS ARE BASED ON A NET SOIL BEARING PRESSURE OF 2500 PSF. CONT CONTINUOUS FOUNDATION SUBSURFACE PREPARATION D.EXISTING BUILDING DESIGN LOADS(PER AS-BUILT DRAWINGS) 2.2 THE CONTRACTOR MUST READ THE SOILS REPORT AND BE THOROUGHLY FAMILIAR WITH SITE AND SUBGRADE INFORMATION GIVEN THEREIN. a- .61 o J U 1a_zi o�; 2.3 THE BUILDING PAD WILL INCLUDE,BUT NOT BE LIMITED TO THAT WHICH IS PRESENTED IN THE"FOUNDATION SUBSURFACE PREPARATION"DESCRIPTION.THE"FOUNDATION h €' �40�s o e W �x w DIA DIAMETER 1.ROOF DEAD LOAD 13 PSF SUBSURFACE PREPARATION"SHALL GOVERN OVER DISCREPANCIES OR OPTIONS NOTED IN THE SOILS REPORT. EDC ELECTRICAL DISTRIBUTION CENTER UNLESS SPECIFICALLY INDICATED OTHERWISE IN THE DRAWINGS AND/OR SPECIFICATIONS,THE LIMITS OF THIS SUBSURFACE 2.ROOF SNOW LOAD 25 PSF 2.4 EXTERIOR FOOTINGS SHALL BEAR AT OR BELOW MINIMUM BEARING DEPTH.MINIMUM BEARING DEPTH IS 24 INCHES BELOW ADJACENT FINISHED GRADE.THICKENED SLAB EDGES EF EXHAUST FAN PREPARATION ARE CONSIDERED TO BE THAT PORTION OF THE SITE DIRECTLY BENEATH AND 5 FEET BEYOND THE BUILDING FOR STOOPS,CANOPIES,ETC.SHALL BE 16 INCHES(UNO). EIFS EXTERIOR INSULATION AND FINISH SYSTEM AND APPURTENANCES. 3.LATERAL LOADS 2.5 STANDARD PROCEDURES OF FROST PROTECTION FOR FOUNDATIONS AND EXCAVATIONS SHALL BE EMPLOYED FOR WINTER CONSTRUCTION.BACKFILLING OF EXCAVATIONS SHALL ` EJ EXPANSION JOINT A.WIND LOADS BE DONE AS SOON AS POSSIBLE TO PROTECT FOUNDATIONS FROM FROST. APPURTENANCES ARE THOSE ITEMS ATTACHED TO THE BUILDING PROPER,TYPICALLY INCLUDING,BUT NOT LIMITED TO,THE 'z EL ELEVATION BUILDING SIDEWALKS,GREENHOUSE CANOPIES,PORCHES,RAMPS,STOOPS,TRUCK WELLS/DOCKS,CONCRETE APRONS AT 1.BASIC WIND SPEED(3-SECOND GUST) 2.6 SLABS-ON-GRADE ARE UNREINFORCED CONCRETE UNLESS NOTED OTHERWISE. 0 0�d o ELEC ELECTRICAL THE AUTOMOTIVE CENTER,COMPACTOR PAD,ETC.APPURTENANCES SHALL ALSO INCLUDE SCREENWALLS AT THE -ULTIMATE WIND SPEED 100 MPH 2.7 PROVIDE SAW CUT JOINTS AT IZ-O"OC MAXIMUM SPACING UNLESS NOTED OTHERWISE ON THE CONTRACT DRAWINGS. y U_ 2 6 EQ EQUAL COMPACTOR,TRUCK DOCK AND THE BALE/PALLET STORAGE AREA(S).THE INTERIOR SLAB-ON-GRADE BASE AND THE VAPOR -NOMINAL WIND SPEED 78 MPH 2.8 PROVIDE(2)#4xZ-0"BARS PLACED 1 1/2"BELOW TOP OF SLAB AND LOCATED DIAGONALLY AT REENTRANT CORNERS. � _ EW EACH WAY BARRIER,WHERE REQUIRED,DO NOT EXTEND BEYOND THE LIMITS OF THE ACTUAL BUILDING. 2.WIND EXPOSURE CATEGORY C 2.9"CJ"INDICATES SAW CUT CONTRACTION JOINT IN SLAB-ON-GRADE,"CONST JT"INDICATES DOWELED CONSTRUCTION JOINT IN SLAB-ON-GRADE.REF SPECIFICATION SECTION 03312. FDN FOUNDATION 3.RISK CATEGORY II 2.10 HORIZ BARS IN FOOTINGS AND CONCRETE STEM WALLS SHALL BE CONTINUOUS.PROVIDE CORNER BARS AT ALL CORNERS AND INTERSECTIONS UNO.REF CORNER BAR DETAIL. F ESTABLISH THE FINAL SUBGRADE ELEVATION TO ALLOW FOR THE CONCRETE SLAB,BASE.REFERENCE TO ARCHITECTURAL z o FF FINISHED FLOOR 4.GROUND ELEV(ABOVE SEA LEVEL) 130 FT 2.11 FOUNDATION WALLS SHALL HAVE TEMPORARY BRACING BEFORE BACKFILL IS PLACED AGAINST THEM.TEMPORARY BRACING SHALL NOT BE REMOVED UNTIL WALL IS PERMANENTLY < - a AND STRUCTURAL DRAWINGS FOR REQUIRED SLAB THICKNESS. J ' FS FAR SIDE 5.GROUND ELEVATION COEFFICIENT(Ke) 1.0 BRACED. FTG FOOTING EXISTING FOUNDATIONS,SLABS,PAVEMENTS,AND BELOW-GRADE STRUCTURES SHALL BE REMOVED FROM THE BUILDING 6.VELOCITY PRESSURE EXPOSURE COEFFICIENT(Kh) 0.871 2.12 FOUNDATION PENETRATIONS SHALL BE SUBJECT TO APPROVAL BY THE ARCHITECT/ENGINEER.PENETRATIONS SHALL BE THROUGH FOUNDATION STEMWALL OR 6"CLEAR BELOW N FV FIELD VERIFY AREA.REMOVE SURFACE VEGETATIONS,TOPSOIL,ROOT SYSTEMS,ORGANIC MATERIAL,EXISTING FILL,AND SOFT OR 7.INTERNAL PRESSURE COEFFICIENT(GCpi) t 0.18 FOOTING. p a GA GAUGE OTHERWISE UNSATISFACTORY MATERIAL FROM THE BUILDING AREA.PROOFROLL EXPOSED SUBGRADE.REMOVE AND 8.WIDTH OF EDGE ZONE FOR EXTERIOR WALLS(a) 5.75 FT p GC GENERAL CONTRACTOR REPLACE UNSATISFACTORY AREAS WITH SATISFACTORY MATERIAL.SUBGRADE MATERIAL SHALL BE FREE OF ORGANIC AND 9.WIDTH OF EDGE ZONE FOR JOISTS AND ROOF ASSEMBLIES 27.25 FT 3.0 CONCRETE AND REINFORCING STEEL GYP GYPSUM BOARD OTHER DELETERIOUS MATERIALS AND SHALL MEET THE FOLLOWING REQUIREMENTS: (12h) 3.1 MINIMUM COMPRESSIVE STRENGTH(Pc)AT THE END OF 28 DAYS SHALL BE AS FOLLOWS: A.STRUCTURAL CAST-IN-PLACE CONCRETE FOOTINGS 3000 PSI SPECIFICATION SECTION 03310 O H HEIGHT SUBGRADE MATERIAL SHALL BE PLACED IN LOOSE LIFTS NOT EXCEEDING 81NCHES IN THICKNESS AND COMPACTED TO AT y HORIZ HORIZONTAL LEAST 95 PERCENT OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY(ASTM D-1557)AT A MOISTURE CONTENT WITHIN 3 B.DESIGN WIND PRESSURES(SERVICE) B.EXTERIOR CAST-IN-PLACE CONCRETE SLABS REF SPECS SPECIFICATION SECTION 03310 HSA HEADED STUD ANCHOR PERCENT BELOW TO 3 PERCENT ABOVE THE OPTIMUM. (LOADS INCLUDE 0.6 LOAD COMBINATION FACTOR FROM ASCE C.INTERIOR CAST-IN-PLACE CONCRETE SLABS 3500 PSI SPECIFICATION SECTION 03312 7-16,SECTION 2.4.1) FOR ALL OTHER CONCRETE PROPERTIES REFER TO SPECIFICATIONS. 0 O M HSS HOLLOW STRUCTURAL SHAPE N INFO INFORMATION THE FOUNDATION SYSTEM SHALL BE ISOLATED SPREAD FOOTINGS AT COLUMNS AND CONTINUOUS SPREAD FOOTINGS AT 1.EXTERIOR WALLS 3.2 CONCRETE FREEZING AND THAWING EXPOSURE CLASS SHALL BE F3 AND SULFATE EXPOSURE CLASS SHALL BE SO. IS ISOLATION WALLS. -INTERIOR ZONE 11.5 PSF 3.3 REINFORCING STEEL SHALL MEET ASTM SPECIFICATION A 615,DEFORMED BAR,GRADE 60 OR ASTM SPECIFICATION A 706,DEFORMED BAR,GRADE 60.REF SHEET SO FOR LAP 0 O JBE JOIST BEARING ELEVATION THIS FOUNDATION SUBSURFACE PREPARATION DOES NOT CONSTITUTE A COMPLETE SITE WORK SPECIFICATION.IN CASE OF -CORNER ZONE 12.8 PSF LENGTHS LINO ON DETAILS. JST JOIST CONFLICT,INFORMATION COVERED IN THIS PREPARATION SHALL TAKE PRECEDENCE OVER THE WAL-MART SPECIFICATIONS. -PARAPETS 34.6 PSF 3.4 REF ACI 301 FOR CONCRETE COVER AND STANDARD PRACTICE FOR MIXING AND PLACING CONCRETE AND ACI 315 FOR DETAILING PRACTICES AND FABRICATION. � O JT JOINT REFER TO THE SPECIFICATIONS FOR SPECIFIC INFORMATION NOT COVERED IN THIS PREPARATION.THIS INFORMATION WAS 3.5 LEAN CONCRETE-MIN 2 1/2 SACKS PORTLAND CEMENT PER CUBIC YARD. Elf Z o O TAKEN FROM A GEOTECHNICAL REPORT PREPARED BY INTERTEK-PSI,DATED08/19/25 FOR THE EXCLUSIVE USE OF WALMART 2.NET ROOF UPLIFT KSI KIPS PER SQUARE INCH H O L LENGTH STORES,INC.,GALLOWAY&COMPANY,INC.,AND THEIR RESPECTIVE SUCCESSORS AND ASSIGNS(GEOTECHNICAL REPORT IS (LOADS SATISFY THE EQUATION O.6D+0.6W FROM ASCE 7-16, 4.0 STRUCTURAL STEEL Z(D t` W FOR INFORMATION ONLY AND IS NOT A CONSTRUCTION SPECIFICATION). SECTION 2.4.1) 4.1 STRUCTURAL STEEL SHALL MEET THE FOLLOWING MINIMUM YIELD STRENGTH AND SPECIFICATIONS: O?M LB POUNDS -JOIST GIRDER 5.0 PSF STRUCTURAL STEEL YIELD ASTM SPECIFICATION LLH LONG LEG HORIZONTAL w LLV LONG LEG VERTICAL -JOIST CORNER&EDGE ZONE 20.4 PSF A.WIDE FLANGE STEEL SHAPES: 50 KSI A 992 Q N LONG LONGITUDINAL -JOIST INTERIOR ZONE 10.7 PSF B.SQUARE AND RECTANGULAR HOLLOW STRUCTURAL SHAPES: 50 KSI A 500 GRADE C T'1 Ld Z m MAX MAXIMUM C.BARS,PLATES,CHANNELS,ANGLES,&ANCHOR BOLTS: 36 KSI A 36,UNO Z Z LU m 3.ROOF ASSEMBLY UPLIFT D.HEADED STUD ANCHORS: 50 KSI A 108 GRADE DESIGNATIONS 1010 TO 1020,INCLUSIVE U)O MECH MECHANICAL ( ) 0 (n -CORNER ZONE 38.4 PSF E.ROUND HOLLOW STRUCTURAL SHAPES: 46 KSI A 500 GRADE C J MFR MANUFACTURER "z In -EDGE ZONE 28.2 PSF F.STRUCTURAL STEEL PIPE: 35 KSI A 53,TYPE E,GRADE B Z In MIN MINIMUM O N MISC MISCELLANOUS -INTERIOR ZONE 21.4 PSF 4.2 BOLTS FOR STEEL BEAM AND COLUMN CONNECTIONS SHALL BE 3/4"DIAMETER ASTM A 325-N HIGH-STRENGTH BOLTS,UNO.ALL BOLTED CONNECTIONS ARE BEARING TYPE.ALL BOLTS SHALL BE TIGHTENED SNUG TIGHT,UNO. MO MASONRYOPENING p K C.SEISMIC LOADS SERVICE 4.3 WELDING SHALL MEET ANSI/AWS D1.1 STRUCTURAL W ELDING CODE.ELECTRODES SHALL BE 70 KSI LOW HYDROGEN. BP METAL STEEL REINF LAP SCHEDULE ( > o m NBPS NOT BV PRECAST SUPPLIER 1.5%DAMPED MAPPED ACCELERATION PARAMETER(Ss) 1.066 4.4 THE FABRICATOR SHALL BE RESPONSIBLE FOR THE DESIGN AND ADEQUACY OF CONNECTIONS THAT ARE NOT DESIGNED OR FULLY DETAILED ON THE CONTRACT DOCUMENTS. CONCRETE LAP SPLICE(CLASS B)(IN) CMU 2.1-SEC PERIOD MAPPED ACCELERATION PARAMETER(Si) 0.381 4.5 PROVIDE DOUBLE NUTS AND DOUBLE WASHERS FOR STEEL COLUMN ANCHOR BOLTS TO ALLOW FOR ADJUSTMENT IN BASE PLATE ELEVATION. NIC NOT IN CONTRACT z N NUMBER BAR fc 3,000psi flc 3,SOOpsi Pc 4,000psi Pc 4,SOOpsi Pc S,000psi LAP SPLICE 3.5%DAMPED SPECTRAL RESPONSE COEFF.(Sds) 0.763 4.6 PROVIDE 1 1/2 INCH NON-SHRINK GROUT UNDER BASE PLATE AFTER ERECTION EXCEPT USE 21/2 INCH NON-SHRINK GROUT WHEN COLUMN ANCHOR BOLTS ARE 1 1/41NCH DIAMETER O m = = = = = O INS NEAR SIDE SIZE 4.1-SEC PERIOD SPECTRAL RESPONSE COEFE(Sdi) 0.487 OR LARGER, TOP OTHER TOP OTHER TOP OTHER TOP OTHER TOP OTHER (IN) 5.SITE CLASS D 4.7 PROVIDE L5x3x1/4(LLV)FIELD-FABRICATED FRAME BETWEEN JOISTS AT OPENINGS IN ROOF GREATER THAN 10"x10",UNO,(INCLUDING ROOF DRAIN AND EXHAUST FAN OPENINGS NTS NOT TO SCALE OC ON CENTER 3 17 16 16 16 16 16 16 16 16 16 20 6.RISK CATEGORY II REGARDLESS OF OPENING SIZE). OD OUTSIDE DIAMETER 4 23 18 21 16 20 16 19 16 18 16 26 7.IMPORTANCE FACTOR(le) 1.0 5.0 STEEL JOIS TS AND JOIST GIRDERS ISSUE BLOCK OH OPPOSITE HAND 8.SEISMIC DESIGN CATEGORY D 5 28 22 26 20 25 19 23 18 22 17 32 9.SEISMIC FORCE RESISTING SYSTEM BUILDING FRAME SYSTEM WITH 5.1 HANGERS SUPPORTING MECHANICAL EQUIPMENT FROM JOIST CHORDS SHALL BE LOCATED WITHIN 3 INCHES OF JOIST PANEL POINTS OR JOIST SHALL BE REINFORCED PER JOIST OSL OUTSTANDING LEG SPECIAL REINFORCED MASONRY REINFORCING DETAIL.HANGER LOADS GREATER THAN 100 POUNDS SHALL NOT BE ATTACHED TO THE EDGE OF CHORD ANGLES AND SHALL BE CENTERED ON JOIST CHORD. PAP POWER ACTUATED FASTENER 6 34 26 31 24 29 23 28 21 26 20 39 SHEAR WALLS 5.2 JOISTS AND JOIST GIRDERS SHALL RESIST THE NET UPLIFT PRESSURE ON ROOF SHOWN IN THE DESIGN LOADS. PC PRECAST 7 49 38 45 35 43 33 40 31 38 29 45 10.ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE 5.3 SPECIAL JOISTS AND JOIST GIRDERS THAT REQUIRE SPECIFIC ORIENTATION SHALL BE TAGGED AT ONE END.DEFINE LOCATION OF TAGGED END ON ERECTION DRAWINGS. PCF POUNDS PER CUBIC FOOT g 56 43 52 40 49 37 46 35 44 34 52 12.SEISMIC RESPONSE COEFFICIENT(Cs) 0.139 5.4 DIAGONAL BRIDGING SHALL BE PROVIDED BETWEEN ADJACENT JOISTS WHENEVER BOTTOM CHORD HORIZONTAL BRIDGING IS DISCONTINUOUS. PL PLATE 12,RESPONSE MODIFICATION FACTOR(R) 5.5 5.5 JOIST MANUFACTURER SHALL DESIGN THE COMPRESSION CHORD OF ALL JOISTS SUPPORTING ROOFTOP UNITS,AND OTHER STRUCTURES FOR AN UNBRACED LENGTH APPLICABLE PLF POUNDS PER LINEAR FOOT 13.OVERSTRENGTH FACTOR(Do) 2.0 TO THE CONDITIONS AT THE PROJECT WHERE THE UNBRACED LENGTH IS GREATER THAN THE SJI MAXIMUM. PLUMB PLUMBING 14.DESIGN BASE SHEAR(V) 0.097"W(SERVICE) 5.6 ALL WELDING SHALL CONFORM TO THE CURRENT AMERICAN WELDING SOCIETY SPECIFICATIONS AND BE PERFORMED BY CERTIFIED WELDERS.DO NOT OVER WELD OR BURN THRU PMEJ PREMOLDED EXPANSION JOINT JOIST MATERIAL.ANY DAMAGE TO EXISTING JOIST SHALL BE REPORTED TO THE ENGINEER IMMEDIATELY. PSF POUNDS PER SQUARE FOOT 5.7 EXISTING STEEL JOISTS AND JOIST GIRDERS ARE ASSUMED TO BE IN GOOD CONDITION AND IN COMPLIANCE WITH THE STEEL JOIST INSTITUTE SPECIFICATIONS.ANY DAMAGE TO PSI POUNDS PER SQUARE INCH EXSTNG JOISTS OR GIRDERS SHALL BE REPORTED PRIOR TO ADDING LOAD TO FRAMING. QTY QUANTITY RACK REFRIGERATION RACK 6.0 STEEL ROOF DECK REF REFER TO 6.1 ROOF DECK SHALL BE PAINTED TYPE"B"(WIDE RIB)THREE SPAN MIN(UNO ON FRAMING PLAN)AS SHOWN ON ROOF FRAMING PLAN.THE STEEL ROOF DECK IS REQUIRED TO ACT AS REINF REINFORCING A DIAPHRAGM.REFER TO THE ROOF DIAPHRAGM CONNECTION DIAGRAM AND SCHEDULE FOR ATTACHMENT PATTERN OPTIONS. READ REQUIRED 6.2 PROVIDE 2 LAYERS OF ROOF DECK WHERE SINGLE SPAN CONDITION EXISTS.MAKE DIAPHRAGM CONNECTIONS AFTER PLACEMENT OF BOTH LAYERS OF ROOF DECK.SINGLE SPAN SHALL BE CONSIDERED WHERE DECK IS NOT CONTINUOUS BETWEEN THREE ADJACENT JOISTS AND/OR PERIMETER ANGLE. REV REVERSE 6.3 WHEN THE ROOF DECK IS WELDED,WELDING RODS SHALL BE E 6022. RO ROUGH OPENING RTU ROOF TOP UNIT 7.0 MASONRY SCHED SCHEDULE 7.1 CONCRETE MASONRY UNITS SHALL MEET ASTM SPECIFICATION C 90.THE SPECIFIED DESIGN COMPRESSIVE STRENGTH OF CONCRETE MASONRY(fm)SHALL BE 2000 PSI.THE NET SDI STEEL DECK INSTITUTE AREA COMPRESSIVE STRENGTH OF THE CONCRETE MASONRY UNITS SHALL BE 2000 PSI. SIM SIMILAR 7.2 MORTAR SHALL BE A PREBLENDED DRY MIX CONFORMING TO ASTM C 1714 AND MEETING THE PROPERY SPECIFICATIONS OF ASTM C 270 TYPE"S"MORTAR.REF SPECIFICATION CHECKED BY: CMP SJI STEEL JOIST INSTITUTE SECTION 04200 FOR ADDITIONAL REQUIREMENTS. SPCS SPACES 7.3 GROUT SHALL MEET ASTM SPECIFICATION C 476 AND HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2000 PSI.REF SPECIFICATION SECTION 04200 FOR ADDITIONAL DRAWN BY: DTR SPECS SPECIFICATIONS REQUIREMENTS. PROTO CYCLE: 05I30/25 STRUC STRUCTURAL 7.4 GROUT SHALL BE MECHANICALLY CONSOLIDATED USING A VIBRATOR WITH A MAXIMUM 3/4"DIAMETER HEAD.REF SPECIFICATION SECTION 04200. T&B TOP AND BOTTOM 7.5 ONLY PROVIDE GROUT IN CMU WHERE INDICATED ON THE DRAWINGS AND DETAILS.REF ARCH FOR INSULATION REQUIREMENTS OF UNGROUTED CMU. DOCUMENT DATE: 09/03/25 THK THICKNESS 7.6 NOT USED. TO TOP OF 7.7 CONCRETE MASONRY SHALL BE LAID IN RUNNING(COMMON)BOND. TOC TOP OF CONCRETE 7.8 CONCRETE MASONRY BELOW FINISHED FLOOR SHALL BE NORMAL WEIGHT UNITS AND SHALL HAVE ALL CELLS FULLY GROUTED.CONCRETE MASONRY ABOVE FINISHED FLOOR TOE TOP OF FOOTING SHALL BE LIGHT WEIGHT OR NORMAL WEIGHT AND SHALL BE GROUTED ONLY AT REINFORCED CELLS AND BOND BEAMS,UNO TOGS TOP OF GRADE BEAM 7.9 INSTALL TEMPORARY BRACING AT ALL CMU WALLS.DO NOT REMOVE TEMPORARY BRACING UNTIL WALL IS PERMANENTLY BRACED BY CONNECTION TO THE ROOF STRUCTURE. TOM TOP OF MASONRY 7.10 REFER TO CMU WALL REINFORCING DIAGRAM AND TYPICAL MASONRY WALL OPENING DIAGRAM AND SCHEDULE FOR ADDITIONAL REINFORCING AT OPENINGS,CONTROL JOINTS, TOS TOP OF STEEL CORNERS AND ENDS OF WALL PANELS. TOW TOP OF WALL 7.11 PROVIDE HORIZONTAL REINFORCEMENT AS INDICATED IN THE CMU WALL REINFORCING DIAGRAM.USE OPEN KNOCK OUT BOND BEAM BLOCK.DO NOT USE TROUGH TYPE BLOCKS FOR BOND BEAMS.DO NOT CONTINUE BOND BEAM REINFORCING THROUGH CONTROL JOINTS,UNO. TRANS TRANSVERSE 7.12 MASONRY CONSTRUCTION REQUIRES SPECIAL INSPECTION.REF SPECIFICATION SECTION 04200 FOR REQUIREMENTS. TYP TYPICAL 7.13 WHERE NEW GROUT IS REQUIRED FOR CAST-IN-PLACE OR POST INSTALLED ANCHORS,PROVIDE 12"GROUT COVER ON ALL SIDES OF THE ANCHORS,CREATE A HOLE IN THE CMU ON UNO UNLESS NOTED OTHERWISE INTERIOR SIDE OF WALL FOR GROUT INSERTION.PROVIDE PLUG AT BOTTOM.REPAIR HOLE AS REQUIRED. VERT VERTICAL W WIDTH 8.0 POST-INSTALLED ANCHORS WP WORK POINT 8.1 POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS.CONTRACTOR SHALL OBTAIN APPROVAL FROM ENGINEER OF RECORD PRIOR TO USING POST-NSTALLED ANCHORS FOR MISSING OR MISPLACED CAST-IN-PLACE ANCHORS.REFER TO SPECIFICATION 05090 FOR ADDITIONAL INFORMATION. 9.0 SUBGRADE AND BASE 9.1 THE TESTING AGENCY SHALL VERIFY THE SUBGRADE IS COMPACTED TO THE OPTIMUM MAXIMUM DRY DENSITY AS SPECIFIED IN THE PAD PREPARATION.A QUALIFIED REPRESENTATIVE OF THE TESTING AGENCY SHALL WITNESS PROOF ROLLING OF THE SUBGRADE TO IDENTIFY UNACCEPTABLE AREAS OF THE BUILDING PAD.THE CONTRACTOR L SHALL RECOMPACT OR REMOVE AND REPLACE SOFT AREAS AS DETERMINED TO BE UNACCEPTABLE BY THE TESTING AGENCY.THE TESTING AGENCY SHALL PROVIDE A REPORT TO _!c THE OWNER. . 9.2 THE TESTING AGENCY SHALL VERIFY THE AGGREGATE BASE IS COMPACTED TO THE OPTIMUM MAXIMUM DRY DENSITY AS SPECIFIED IN THE PAD PREPARATION JUST PRIOR TO 'r PLACING THE SLAB.A QUALIFIED REPRESENTATIVE OF THE TESTING AGENCY SHALL WITNESS PROOF ROLLING OF THE BASE TO IDENTIFY UNACCEPTABLE AREAS OF THE BUILDING PAD.THE CONTRACTOR SHALL REPAIR SOFT AREAS AS DIRECTED BY THE TESTING AGENCY.RUTTING DUE TO PROOF ROLLING DEEPER THAN 1/2 INCH IN THE BASE SHALL BE UNACCEPTABLE.THE TESTING AGENCY SHALL PROVIDE A REPORT TO THE OWNER AND THE ENGINEER STATING THE SUBGRADE AND BASE IS ACCEPTABLE. y. 9.3 NOTIFY IMMEDIATELY THE OWNER'S REPRESENTATIVE AND ENGINEER IF UNUSUAL SOIL CONDITIONS ARE FOUND. R 9.4 PROTECT EXISTING STRUCTURES,UTILITIES,PROPERTY,ETC.RESTORE ALL ITEMS DAMAGED,AS REQUIRED BY OWNER'S REPRESENTATIVE,AT NO COST TO OWNER OR WITHOUT EXTENSION OF CONTRACT TIME. 9.5 DO NOT ALLOW STORED EXCAVATION MATERIAL TO DISRUPT PROPER DRAINAGE OF AREA. " 9/24/25 9.6 DISPOSE OF EXCAVATED MATERIAL AS REQUIRED BY OWNER'S REPRESENTATIVE. LEGEND �_ ------------------ INDICATES TOP OF BOND BEAM INDICATES CONCENTRATED LOAD XXX'-XX" ELEVATION AT ROOF BETWEEN ON BOT CHORD OF JOIST FROM CMU CONTROL JOINTS SUSPENDED TRANSFORMER; ABOVE REF FRAMING PLAN NOTES S6 l INDICATES MASONRY `----- 1 GENERAL CONTROL JOINT INDICATES CONCENTRATED LOAD; S1 REF FRAMING PLAN NOTE NOTES STRUCTURAL SCUPPER,REF ARCH FOR 2 ® INFORMATION SIZE AND LOCATIONS INDICATES JOIST GIRDER 8 S1 ABOVE (") SHALL NOT HAVE A VERTICAL ABOVE S6 WEB MEMBERATTHE - -� CENTERLINE OF EACH JOIST ROOFTOP MECH UNIT(RTU) B _ I I ® EXHAUST FAN(EF) ( 2 I 4 I 8 I IO SHEET: ITEMS IN LEGEND MAY NOT OCCUR ON ALL PLANS � B so KEY PLAN `7 RESERVED CHOKER BASE MATERIAL REF FOUNDATION LOCATION OF VAPOR MATERIAL(AS SUBSURFACE PREP NOTE RETARDER(IF REQUIRED) REQUIRED PER SPEC A. SECTION 03312) CONCRETE SLAB REF FF EL"(UNO) SLAB PLAN FOR EL THCKNESS AND AR OF RECORD: REINFORCEMENT RE R ARCHITECTURE ITECTORE,INC .... Wz _ - - - - - - - - - - wvexuE gm N = =1 =11=1 =11=1 =11=1 =11I=III=1I hiTl� °ER-x°°w""'" �_m z U -1I-I III III III- l =III=III- SUBGRADE AND SUBBASE ...rr.,n..a.•n,"am (IF REQUIRED)MATERIAL _ _ =g U w REF FOUNDATION m LL y F SUBSURFACE PREP NOTE ""'-xsx-soaa w nm m SLAB BASE SECTION JOIST SCHEDULE 10.5 12 (2)#4z2'-0";SET 1 1/2"FROM F25'A" RE-ENTRANT CORNER AND PLACED JOIST SIZE UNIFORM GRAVITY LOADS(PLF) SNOW DRIFT DO NOT RUN RE-ENTRANT ill"BELOW TOP OF SLAB,TYP o DEAD LOAD LIVE LOAD PONDING LOAD SNOW LOAD S1 X DIAGRAM CORNER REINF STEEL THROUGH ( ) ( ) ( ) ( ) [PLF) (� zp ^, CONTRACTION JOINTS(CJ),TYP a S H �Zwcwi z MARK DEPTH TYPE DL LL PL SL PLF NUMBER NOTES o¢ a oZ w o �wF �fw3 J1 24" KSP 79 105 0 176 479 22'-0" 1 1,2,3,4 ROOF UNIFORM GRAVITY LOADS �� / ¢ FN LL'ozQWU JIA 24" KSP 35 47 0 130 99 6'-6^ 1 1,2,3,4,5,E CJ OR CONST JT CJ 3t°5'�awayom JIB 24" KSP 70 93 0 232 344 15'-6" 1 1,2,3,4 CJ m z ffV a�€� €" J2 24" KSP 79 105 168 105 432 20'-0" 2,3 1,2,3,4 Ua O zs;:ao w z<w$oo'a J2A 24" KSP 35 47 76 130 58 8'-0" 1,3 1,2,3,4,5,E �� g 3N J213 1 24" KSP 1 70 93 148 232 242 13'-3" 1,3 1,2,3,4 O oo�W�Wo�o�a_ N=g z z a JOIST SCHEDULE NOTES L(REF PLAN) o o JOIST GIRDER SCHEDULE 1.A.UNIFORM GRAVITY LOADS ARE TABULATED FOR EACH JOIST AS FOLLOWS: ^ JOIST DIAGRAM#3 O o -DEAD LOAD(DL)=DEAD LOADS(REF SHEET SO) O U CJ PANEL POINT LOADS(DEAD LOAD+ROOF LIVE/SNOW LOAD)(KIPS) -LIVE LOAD(ILL)=ROOF LIVE LOADS(REF SHEET SO) CJ OR CONST JT I I MARK DEPTH GRID P1 P2 P3 P4 P5 P6 P7 P8 P9 P10 GRID NOTES SNOW LOAD(SL)=SNOW LOADS(REF SHEET SO) 10.5 12 Q z o H $ -PONDING LOAD(PL)=PONDING LOAD(REF SO AND DIAGRAM#3) G1 NOTE: O JG1 30" F.3 8.3 8.6 8.8 8.6 8.6 0.0 0.0 0.0 0.0 0.0 G.1 1,2,3 NO REINF STEEL F" -SNOW DRIFT LOADS SHALL BE USED IN CONJUNCTION WITH DEAD AND SNOW LOADS ONLY DL+SL. � Q V' m JG1A 30" F.3 5.4 5.5 6.4 6.4 6.4 0.0 0.0 0.0 0.0 0.0 G.1 1,2,3,4 ( ) 3'-0" X ^^'C4 O NECESSARY WHEN Z O m JG1 B 30" F.3 4.3 5.5 6.4 6.4 6.4 0.0 0.0 0.0 0.0 0.0 G.1 1,2,3,4 -PONDING LOAD SHALL BE A LIVE LOAD IN ADDITION TO THE UNIFORM ROOF LIVE LOAD.PONDING LOAD SHALL NOT BE INCLUDED WITH THE SNOW TWO CONTRACTION LOADS. u �P JOINTS TERMINATE AT x 6 JG2 30" G.1 8.6 8.6 9.0 9.0 7.1 0.0 0.0 0.0 0.0 0.0 G.3 1,2,3 B.IN ADDITION TO THE ROOF UNIFORM GRAVITY LOADS,DESIGN SPECIAL JOISTS TO ACCOMODATE THE SNOWDRIFT LOADS SHOWN IN THE JOIST arz . p 3 �' JG2A 30" G.1 6.5 6.5 6.7 6.2 4.6 0.0 0.0 0.0 0.0 0.0 G.3 1,2,3,4 ^ 0 ,� RE-ENTRANT CORNER. z =SCHEDULE,RTU LOADS,SOFFIT LOADS,AND ANY OTHER CONCENTRATED OR DISTRIBUTED LOADS INDICATED IN THE JOIST DIAGRAMS OR FRAMING ROOF UNIFORMJG2B 30" G.1 6.4 6.4 6.3 5.5 a.5 0.0 0.0 0.0 0.0 0.0 G.a 1,2,3,4 PLANS. GRAVInLonos m TYPICAL RE-ENTRANT CORNER REINFORCING C.RTU AND RCU JOIST LOADS ARE PROVIDED IN THE STRUCTURAL ROOF CURB SCHEDULE.REF 2-St FOR LOCATIONS AND 6S4 DETAILS. of ' JOIST GIRDER NOTES TTTz j D.ALL LOADS SHOWN ON THESE DIAGRAMS AND ON OTHER DRAWINGS ARE DESIGN WORKING LOADS FOR WORKING STRESS DESIGN WITH O 1. A.ROOF LIVE LOAD INCLUDES BASE SNOW AND SNOW DRIFT LOAD WHERE APPLICABLE. APPROPRIATE BUILDING CODE LOAD FACTOR ALREADY APPLIED.NO INCREASE IN STRESS OR LOAD REDUCTION IS ALLOWED FOR WIND OR SEISMIC O LOAD COMBINATIONS.ALL ADDITIONAL SPECIFIED AXIAL LOADS ARE TO BE ADDITIVE TO FULL GRAVITY AND FULL UPLIFT LOADS TO PRODUCE THE WORST B.LOADS DO NOT INCLUDE JOIST GIRDER SELF WEIGHT. CASE CONDITION. C.JOIST GIRDERS SHALL HAVE 71/2"SEATS. E.PROVIDE 5"JOIST SEATS AT ALL JOISTS,UNO. U D.LIMIT JOIST GIRDER SEAT WIDTH TO A MAXIMUM OF 11 INCHES. L REF PLAN OMIT BAR WHERE CJ INTERSECTS y F.WHERE JOISTS ARE PARALLEL TO AND NEAR WALLS,50 FEET OR LESS IN LENGTH,PROVIDE A MAXIMUM 1/2"CAMBER AND FOR JOISTS GREATER THAN ^ ( ) I� RE-ENTRANT CORNER E.LOADS INCLUDE POINT LOADS SHOWN ON FRAMING PLAN(e.g.RTU'S,DRAIN LINES,SOFFITS,ETC). 50 FEET,PROVIDE A MAXIMUM 3/4"CAMBER. T F.THE LIVE LOAD DEFLECTION LIMIT IS U240 UNLESS NOTED OTHERWISE IN THE SCHEDULE. 2.ALL LOADS SHOWN ON THESE DIAGRAMS AND ON OTHER DRAWINGS ARE SERVICE LEVEL LOADS.JOISTS SHALL RESIST THE MOST CRITICAL EFFECTS JOIST DIAGRAM#2 SLAB 0 O N 2. ALL LOADS SHOW N ON THESE DIAGRAMS AND ON OTHER DRAWINGS ARE SERVICE LEVEL LOADS.JOIST GIRDERS SHALL RESIST THE FROM THE LOAD COMBINATIONS LISTED IN THE APPLICABLE BUILDING CODE. EDGE (-::D O MOST CRITICAL EFFECTS FROM THE LOAD COMBINATIONS LISTED IN THE APPLICABLE BUILDING CODE. 3.JOISTS SUPPORTING RTU SHALL HAVE A MINIMUM TOP CHORD WIDTH OF 6"TO ALLOW FOR PROPER INSTALLATION OF HEADERS WHERE REQUIRED.IF \'e. 3. JOIST GIRDER MANUFACTURER SHALL CONSIDER THE EFFECTS OF THE TWISTING FORCES ON A JOIST GIRDER INDUCED WHEN TOP CHORD WIDTH SUPPORTING RTU IS GREATER THAN 9"COORDINATE HEADER OFFSET WITH STEEL SUPPLIER. (1)#4 x 2-0" UNEQUAL LENGTH JOISTS BEAR ON OPPOSITE SIDES OF THE SAME JOIST GIRDER.ANY ADDITIONAL BOTTOM CHORD BRACING 4.ALL JOISTS SHALL BE DESIGNED FOR THE FOLLOWING SEISMIC LOADS: LOCATE 2"BELOW S, 12 TOP OF SLAB �i REQUIRED TO RESIST THE TORSIONAL FORCES MUST BE DESIGNED AND SPECIFIED ON THE JOIST GIRDER SUBMITTAL BY THE JOIST A.SEISMIC LOAD COMBINATIONS(ALLOWABLE STRESS): o GIRDERRDERSACTUR IM ZO p o -1.0*DL+0.14*Sds•DL+0.7•E 4. JOIST GIRDERS AT PERIMETER WALLS SHALL BE LIMITED TO A LIVE LOAD DEFLECTION OF L/360 AND A TOP CHORD WIDTH OF 11 INCHES. 10.2 10.5 -1.0*DL+0.11•Sds*DL+0.75*(0.7*E)+0.75•(0.2•SL) -0.6*DL-0.14*Sds•DL+0.7•E TYPICAL RE-ENTRANT CORNER REINFORCING AT DOOR �� Z 11a RI RI -SEISMIC LOADS SHALL NOT BE COMBINED WITH ROOF LIVE OR WIND LOADS. X (�O� O�o N B.SPRINKLER PIPING BRACING-SEISMIC LOAD(0.7-E)IN THE LOAD COMBINDATIONS ABOVE SHALL INCLUDE ANY SEISMIC AXIAL LOADS NOTED IN THE V�J rn STRUCTURAL DRAWINGS OR SCHEDULE IN ADDITION TO t1.0 KIP POINT LOADS(SERVICE)APPLIED TO THE TOP CHORD EQUALLY SPACED AT 16-0"OC AT O L p u ¢Z w ANY POINT ON THE JOIST.JOIST REINFORCEMENT PER 7-54 APPLIES. z F¢p y V W Z m C.WALL ANCHORAGE-DESIGN ALL JOISTS FOR AN ADDITIONAL AXIAL SEISMIC LOAD(0.7'E)OF 3.5 KIPS(SERVICE)APPLIED TO THE JOIST TOP CHORD. rn p ROOF UNIFORM GRAVITY LOADS Z m P P P P P P P P P DESIGN ALL JOIST SEATS TO TRANSFER AXIAL LOAD FROM THE JOIST TOP CHORD THROUGH THE JOIST ENDSEAT AND ACROSS THE GIRDER TOP CHORD, U)O EXCEPT AT BEARING WALLS. 0 J 0 H D.MEPR EQUIPMENT BRACING-SEISMIC LOAD(0.7'E)SHALL INCLUDE ANY AXIAL LOADS NOTED ON THE STRUCTURAL DRAWINGS IN ADDITION TO±15 PSF Z 0) SEISMIC COLLATERAL LOAD UNIFORMLY APPLIED TO THE TOP CHORD.JOIST REINFORCEMENT PER 7-S4 APPLIES. <^, E.DO NOT COMBINE SEISMIC SPRINKLER BRACE LOADS WITH SEISMIC COLLATERAL LOADS. Q 5.JOISTS ALONG WALLS SHALL BE LIMITED TO A TOTAL LOAD DEFLECTION OF 1 1/4". m 6.DESIGN JOIST FOR AN ADDITIONAL AXIAL WIND LOAD(0.6'W)OF 3.7 KIPS(SERVICE)OR SEISMIC LOAD(0.7-E)OF 6.6 KIPS(SERVICE)APPLIED TO THE JOIST ^, L(REF PLAN) CL OF REF PLAN CL OF TOP CHORD.DESIGN JOIST SEATS AT GRID 10.5 TO TRANSFER AXIAL LOAD FROM THE JOIST TOP CHORD THROUGH THE JOIST ENDSEAT AND ACROSS D COLUMN COLUMN THE GIRDER TOP CHORD. JOIST DIAGRAM#1 z (SPACING VARIES) O JOIST GIRDER DIAGRAM#1 ISSUE BLOCK FRAMING FOUNDATION PLAN NOTES PLAN NOTES 1.REFER TO SHEET SO FOR GENERAL 1.VERIFY ALL WALL OPENING DIMENSIONS NOTES AND DESIGN CRITERIA. 10 10.1 10. 10. 10.8 12 10 10.1 10. 10. 10.8 12 AND LOCATIONS WITH ARCHITECTURAL 2.NOTE TO GENERAL CONTRACTOR: DRAWINGS. REFER TO SECTION 05120 OF THE 35'-4" 21'-81/2" 35'-4" 21'-81/2" 2.REF ARCH DRAWINGS FOR SIZE AND CONTRACT SPECIFICATIONS FOR LOCATION OF ALL EXTERIOR PADS, OWNER SUPPLIED STRUCTURAL STEEL. (FIELD VERIFY) (FIELD VERIFY) DOOR STOOPS AND RAMPS(IF ALL OTHER STRUCTURAL AND 12'-8" 20'-41/2" V-4" 12'-8" 20'-41-' 1'-4" APPLICABLE). MISCELLANEOUS STEEL NOT PROVIDED 3.REF TYPICAL RE-ENTRANT CORNER UNDER SECTION 05120 SHALL BE REINFORCING DETAIL FOR ADDITIONAL PROVIDED BY THE GENERAL 19'-01/2" 2' 1., CMU CONTROL JOINT ���� 19'-01/2" 2'-8" CMU CONTROL JOINT REINFORCING IN SLAB,TYP. irk\ CONTRACTOR AS NOTED IN SECTION \ REF ARCH FOR DETAILS NOTE, \\j\' \\ REF ARCH FOR DETAILS 05500 OF THE SPECIFICATIONS. 116'-0" THE EXISTING BUILDING SHALL BE EXISTING 4.REFER TO MECHANICAL DRAWINGS FOR PROTECTED FROM MOISTURE,DUST, ` AUTO EXISTING FLOOR DRAIN LOCATIONS AND SLAB 3."BL"DENOTES CMU BLOCK LINTEL. EXISTING AND DEBRIS.INSTALL TEMPORARY CENTER ` DEPRESSIONS AT DRAINS. REFER TO CMU LINTEL SCHEDULE(1-S4) `AUTO TOF EL=98'-8" REF NOTE#10 FOR SIZE AND REINFORCEMENT. CENTS 1/2^ REF DUSTIBITDU PARTITIONS REQUIRED TO (FIELD VERIFY gg'_g" 5.REFER TO ARCHITECTURAL DRAWINGS GAP PROHIBIT DUST FROM ENTERING THE \ FOR BOLLARD SLEEVE SIZES AND 4.NOTE TO JOIST MANUFACTURER: 8 SIM 2 1 NOTE#13 2 SALES AREA DURING DEMOLITION. �EXISTIN\\\ 1/2" 18 TOF EL LOCATIONS. PROVIDE STANDARD BRIDGING S3 TYP S3 S3 S3 FOOTING STEP, GAP S2 6.REF TYPICAL RE-ENTRANT CORNER COMPLYING W ITH THE APPLICABLE FIELD VERIF HSSSXSXI/4 REINFORCING E-DOOR DETAIL FOR CHECKED BY: CMP STEEL JOIST INSTITUTE SPECIFICATIONS G.4 G.4 - _- -_ ADDITIONAL REINFORCING IN SLAB AT DRAWN BY: DTR TYPICAL FOR GRAVITY AND UPLIFT ❑ ❑ ❑ G.3 - --------- _ G.3 DOOR OPENING,TYP. LOADS ICALFOSUPERIMPOSED ON ALL JOISTS. J1A .,a J2p, • S y _�¢ v 10 S L I �ARFOR ? 7.STEP BOTTOM OF FOOTING IF DIAGONAL BRIDGING SHALL BE REF NOTE#14 Cl - S2 -, f PROTO CYCLE: OSI30/25 PROVIDED BETWEEN ADJACENT JOISTS _----------JiB J2B o ? e-� g8'-8" 3 -+8+ REF NOTE AB; NECESSARY TO MATCH BOTTOM OF W HENEVER BOTTOM CHORD REF NOTE#16 v TOF EL y SIZE EXISTING FOOTING AND PROVIDE 3#5 x v z N v iv 4 98,-8" S2 REF NOTE#8 2'-8"DOWELS,TYP;DRILL AND EMBED 8" DOCUMENT DATE: 09I03/25 TOF EL CJ C. rn INTO ADHESIVE ANCHOR REF SPECS HORIZONTAL BRIDGING IS � JIB J2B \ O I c� REF NOTE#11 - 11 12 w DISCONTINUOUS. c\\\\\ 50 LBS) REF NOTE#15 a �� 11 S2 S2 0 8.PROVIDE#6 DOWEL AT END CELL AT). 5.REF ROOF DIAPHRAGM CONNECTION Ji J2 DETAIL 5-S4 FOR DECK ATTACHMENT TO A EXISTING FOOTING.DRILL AND EMBED 6" EXISTING SCUPPERS m REF O O INTO EXISTING FOOTING WITH ADHESIVE ROOF FRAMING MEMBERS AND DECK r�� EXISTING CMU TO REMAIN,n C9 LLJJ NOTE#9 O _ a ANCHOR REF SPECS FASTENER TYPE,SIZE AND SPACING. ;\jC\ WALL AND REF NOTE#3 i CONST JT j / i ( ) 6.REF 6-54 FOR ROOFTOP EQUIPMENT J7 J2 REF NOTE#11 N / %, i'�1/ 7 z 6 I I _ < FOUNDATION CJ ,_, �� �� a z w 9 FFELIAT ALL�SCUPPER LO LOCATIONS.REF CURB SUPPORT DETAILS. REF NOTES#6, RCU-2 S3 m p S2 _ w M 7.DIMENSIONS LOCATING THE ROOF TOP (500 LBS) REF NOTE#12 O REF NOTE#12 a 1-S4 FOR JAMB DETAIL AND REF ARCH #7 AND#8,TYP TYP w EXISTING I O FOR SIZE AND LOCATION OF SCUPPERS. EQUIPMENT WITHA(+/-)ARE Ji + J2 - BUILDING �b �b REF NOTE#6,TYP g ^ ^ REF NOTE#2 10.REF 1-S5FOR FOR ADDITIONAL WALL APPROXIMATE AND CONTRACTOR MAY TYP REF NOTES 4 0�" 98'-8" 0�" TYP ADJUST LOCATION OF CURBS(MAXIMUM EXISTING 2"GAP S3 r BL ABOVE, - }. }. REINFORCEMENT AT JIB CRANE ABOVE. #6,#7 AND#8 r-- ALLOWED MOVEMENT IS 9').CURB /��\ BUILDING Ji J2 �� REF NOTE#10 �� TOF EL ��'� CJ 2 11.INFILL OPENING WITH 8"/12"CMU UNITS SHALL NOT BE SHIFTED IF IT CAUSES A I 1 ❑ RTU-29 ❑ TYP G'1 ( (j - g 8 I b S2 - G.1 TO MATCH EXISTING;SIDES AT OPENING CONFLICT WITH PENETRATIONS. 1 / RCU-1 �� \�\,\ 4"CONC SLAB OVER 15 ^� SHALL BE TOOTHED IN TO MATCH 500 LBS 10 TON 4 \\\\\. S2 S2 -- % RUNNING BOND.DO NOT CUT THE 8.DESIGN JOIST FOR AN ADDITIONAL ( )Ji (1255 LOBS) J2 S3 \ MIL POLYETHELENE 9-F- 1 CONCENTRATED LOAD APPLIED TO THE 7 rn EXISTING gg_g^ VAPOR BARRIER; y5 REF NOTE#9,TYP EXISTING VERTICAL REINFORCEMENT. w � ALTERNATE FACE SHELLS AT JAMB MUST TOP CHORD WHERE SHOWN BY THE S3 16'-O"t Z-4"3 U TOF EL=97'-4" FF EL=100'-0" REF NOTE#9 ¢ _/� TOF EL BE CAREFULLY REMOVED TO LEAVE ON ROOF FRAMING PLAN.REF (FIELD VERIFY) STRUCTURAL CURB SCHEDULE FOR \ J7 J2 N NOTES: CJ O GROUTED CORE WITH REINFORCEMENT 1.SHORE EXISTING STRUCTURE w INTACT.AT 8"CMU REINFORCE INFILL ROOF LOADS AND REFST 4 FOR CURB 1 1/2"z22 GA - ¢ \ U U 'U 'U 1 O CL CL AS REQUIRED PRIOR TO ¢ - WITH(1)#5 VERTICAL . END CELLS AND SUPPORT DETAILS.JOIST 4 ROOF DECK S2 (, UNIT UNIT O STARTING ANY NEW WORK. • a AT NF OC E BETWEEN.AT 12"CMU REINFORCEMENT PER 7-54 APPLIES. S2.1 REF NOTE#5 w S2 SA Ji J2 2.RE-POINT ALL AFFECTED TYP REINFORCE INFILL WITH(1)#6 EF p�afWi 'I' 9.PROVIDE FIELD FABRICATED FRAMES - MORTAR JOINTS c9 3 TYP S2 gam/ 8-8 j VERTICAL AT END CELLS AND AT 48"OC PER 6S4 AT ROOF OPENINGS,TYP. m ¢_ 3. IF A CMU CONTROL JOINT IS �` 52.1 REF NOTE 07 TOF EL O IN BETWEEN.AT 8"AND 12"CMU q REF NOTE#15 m a z 1 CJ w 10.REF ARCH FOR SCUPPER OPENING BELOW O LOCATED WITHIN THE NEW w PROVIDE(F REINFORCED EL CELL TOP AND 52.1 Jib J26 a 52.1 98'-8" BOTTOM OF REINFORCED CELLS AT LOCATIONS.REF AN FOR OPENING ------- OPENING OR IN EITHER SIDE O\ REF NOTE#8 FULLY GROUT REINFORCEMENT AND DETAILS. \ 2 SIM 2 0 OF NEW OPENING.NOTIFY m TOF EL gg_8" 3 CMU WALL MASONRY LINTEL;EMBED 4"INTO ,Ruuaa. OH REF NOTE b SIM 14 EXISTING WITH ADHESIVE ANCHOR REF 11.REF MECH FOR AIR CURTAIN AND EXACT \ _ --d1E--------- 53 TYP-------- __J28__ S3 ENGINEER OF RECORD PRIOR N ^� TOF EL S2 1 S / SPECS).CONTACT MANUFACTURER( e TO CUTTING OF WALL. OH 0+' REF gp H SSXSX1 4 - RES CO LOCATION.REF 9-S3 FOR AIR CURTAIN 32.1 ------� a � \ HSSBXBXi/4 S2 " • ¢ 10 NOTE#11 r REPRESENTATIVE FOR PROPER SUPPORT FRAMING. JIA �,p J2A __________ __ _ _ r r S2 N OVERHEAD INSTALLATION AT MASONRY 12.REF ELEC FOR SUSPENDED REF NOTE#14 ❑ F.3 % - 1�" ---------- - - - - F.3 LINTEL.WHERE AN OPENING OCCURS 9/Z4/Z5 TRANSFORMER(600 LBS).DESIGN F 2 I\F 2 98, g" rn WITHIN INFILL(REF PLAN),PROVIDE JAMB JOISTS FOR 2 CONCENTRATED LOADS 1/2" O � 1/2" y AND LINTEL REINFORCING PER FULLY GROUT EXISTING TOF EL z OF 250 LBS EACH AT ANY LOCATION 8 GAP z- 'OPENGAP z- ¢ - ¢ CMU WALLING EXISTINGO ALONG THE JOIST FOR THE SUSPENDED S3 1 O r A O O r 12.CONC SLAB IN HATCHED AREA TO BE TRANSFORMER.THE JOIST BOT CHORD w FOOTING STEP, TO REMAIN z w S3 p z p REINFORCED WITH#4 AT 12"OC SHALL BE DESIGNED FOR BENDING EXISTING O K \FIELD VERIFY EXISTING��� 5 y 3 C7• w Q p Ir LONGITUDINAL.TERMINATE BARS AT BETWEEN PANEL POINTS FROM THESE GARDEN 00 OF EL=98'-8" 52.1 _ z a cO a w c0i O CONTRACTION JOINTS. CONCENTRATED LOADS.FIELD CENTER z= \ (FIELD VERIFY) O iv O> z= REINFORCEMENT PER DETAIL 7-S4 DOES z - EXISTING, ��������� z] z QU O ¢ GARDEN _ O a NOT APPLY.REF 10-53 FOR z w CENTER TRANSFORMER SUPPORT FRAMING. U w REF NOTE#11 NOTE#2 X O U w ,a FURN CRANE RAILING JIB HED BY OWNER,REF ARCH FOR m \ \\\\ w N m LOCATION.REF 1-S5,2-S5 AND 3-S5 FOR iw CONNECTIONS AND ADDITIONAL WALL REINFORCEMENT. 14.REF MECH FOR EXISTING OVERFLOW DRAIN PIPING TO BE LOWERED BELOW SLAB CONTRACTION JOINTS NEW STRUCTURE.CORE DRILL HOLE AND FOR NEW OPENING THROUGH WALL 22'_0" 33'-01/2" V-4" 22'-0" 33'-0112" DIRECTLY BELOW EXISTING OPENING. FRAMING DO NOT CUT WALL VERT REINF.REF PLANS ARCH/PLUMBING FOR LOCATION. 47'-0^ 10'-01/2"1 4T-0" 10'-01/2"i 15.REF MEP FOR EXTENSION OF EXISTING NOTE: NOTE: FIEL VERIFY OVERFLOW DRAIN PIPING SUSPENDED ALL DIMENSIONS ARE TO (FIELD VERIFY) 116'-0" ALL DIMENSIONS ARE TO ( ) FRO M THE TOP CHORD.DESIGN JOISTS 57'-01/2" 57'-01/2" EACH SIDE FOR 70 PLF APPLIED TO THE FACE OF CMU UNLESS FACE OF CMU UNLESS TOP CHORD. NOTED OTHERWISE. NOTED OTHERWISE. 16.CORE DRILL HOLES AS READ FOR ROOF 1 O 10. 10. 11 12 1011 12 DRAIN PIPING BELOW.DO NOT CUT WALL VERT REINF.REF ARCH/PLUMBING ROOF FRAMING PLAN n FOUNDATION AND SLAB PLAN si FOR LOCATION. SHEET: a ARCHITER OF RECORD: ERR ARCHITECTURE,INC LU F° GF wg�QWY Ko 3togn IS REF RI CL OF COLUMN °ya�'�N PLAN oo�so�G„M @ WRAP COLUMN WITH FLEXIBLE a ww�ws ,w,.5 FOAM CLOSED CELL EXPANSION h i<� �4o y so'e MATERIAL;REF DETAIL 6-S2 WATERPROOF BASE PL,ANCHOR NEW STEEL BOLTS,AND COLUMN WITH ^ COLUMN,REF PLAN ASPHALTIC MASTIC BELOW FF EL W m v o BASE PLATE 3/4"z14"zi'-2"(TYPE 3)WITH(4) p o 1 1/4 REF ARCH DRAWINGS 3/4"x9"EMBEDMENT ANCHOR BOLTS(PROJ U= 5");REF 3-S4 FOR ADDITIONAL INFORMATION O 7 FACE OF INSULATED NOTE: 1 1/2"NON-SHRINK GROUT BELOW COLUMN O WALL PANEL REF ARCH FOR SIZE AND LOCATION BASE PL PLACED AFTER ERECTION AND w OF INSULATED CONCRETE SLAB. PRIOR TO INSTALLATION OF ROOF DECK z = REFARCH REF ARCH DRAWINGS 43/4" REF FDN PLANK REF ARCH DRAWINGS NOTE: 1 _ a' PLASTIC TRANSITION STRIP TO BE FLUSH �- NOTE: : MAINTAIN ACTO HT JOIN O _ REF 1-52 AND 11-S2 FACE OF INSULATED WALL PANEL MAINTAIN TIGHT JOINT WITH FF EL EACH SIDE,REF ARCH z REF 1-52 AND 11-S2 FACE OF INSULATED WALL PANEL - -- z FOR ITEMS SHOWN >� �NOTE BETWEEN WOOD O M FOR ITEMS SHOWN (1)2x10 PRESSURE TREATED LUMBER BUT NOT NOTED. 1 1l4 BLOCKING AND CURB. O BUT NOT NOTED. RIGID INSULATION,REF SPECS (4)#5 TOP PLASTIC TRANSITION STRIP TO BE FLUSH PLASTIC TRANSITION STRIP TO BE FLUSH MANDATORY CONST JOINT WITH FF EL EACH SIDE,REF ARCH WITH FF EL EACH SIDE,REF ARCH LOCATION.DO NOT POUR POLYETHYLENE VAPOR RETARDER EXISTING CMU WALL NOTE: NOTE: FLOOR SLAB INTEGRAL WITH WITH TAPED JOINTS,REF SPECS.REF REF FDN PLAN y CONTRACTOR SHALL (1)2x10 PRESSURE TREATED LUMBER CONTRACTOR SHALL (5)2x10 PRESSURE TREATED LUMBER ARCH FOR LIMITS OF VAPOR RETARDER TOF EL NOTE: INSULATED SLAB WALL . �i MAINTAIN TIGHT MAINTAIN TIGHT DOWELS MUST BE LEVEL ^�tr JOINT BETWEEN POLYETHYLENE VAPOR RETARDER JOINT BETWEEN POLYETHYLENE VAPOR RETARDER #4 CONT AT 10"OC EW PLACED M AND SQUARE WITH JOINT. WOOD BLOCKING WITH TAPED JOINTS,REF SPECS.REF PLATE DOWELS 1 1/2"BELOW THE SURFACE O 0 O N WOOD BLOCKING WITH TAPED JOINTS,REF SPECS.REF EXISTING CONT AND EXTERIOR WALL. ARCH FOR LIMITS OF VAPOR RETARDER AND EXTERIOR WALL. ARCH FOR LIMITS OF VAPOR RETARDER AT 24"OC REF FDN PLAN FOOTING TO REMAIN - w 1/2"DIA x 10"SMOOTH ROUND DOWELS AT � rn 24"OC CENTERED ON JOINT;DRILL AND REF FDN PLAN `v FF EL 0 0 O Q EMBED 5"INTO EXISTING SLAB WITH REF FDN PLAN EXIST SLAB FF EL —__—__—__ _ FF EL - j w o TO REMAIN ADHESIVE ANCHORS(REF SPECS) p _ ELD Z REF FDN PLAN (3)#4 CONT T&B ;o #4 CONT WITH MATCHING - 0 0 v -- --- MATCH EXIST CORNER BARS,TYP Z a #3 TIES AT 24"OC � � • (5)#5 TOP;DRILL AND It I"� i T 16"OC L EMBED 6"INTO EXISTING U CENTER FTG ON COLUMN 1 V 1 O ,DREF FDN PLAN FOR 2'-0" 6" 1-0 CMUWITHADHESIVE7tPARALLEL TO WALL rr�'►wo NEW CONC SLAB ' 2 0" `� V -ZSUBSLAB ANCHORS(REF SPECS) j1uC�#4 DOWEL AT 16"OC CH FOR SUBBASE/BASE W Z(4)#5 BOT;DRILL AND EMBED 18"EQUIREMENTS TH 3'-0"(x 3'-0') Z Z WOPTIONAL CONST JOINT WITH WATERSTOP ONST JOINT WITH WATERSTOP ADHESIVEINTO TANCHORS((ING FTG TREE SPECS) O J Q ,14 SLAB AT EXISTING OPENING ,,,� INSULATED CONCRETE SLAB AT WALL ,,,,� INSULATED CONCRETE SLAB AT WALL INSULATED CONCRETE SLAB ,��EW COLUMN AT EXISTING WALL �N�' 1 3/4"=1'-0" 1 J 3/4„=1'-0„ 1 L 3/4"=V-0" 1 1 3/4"=1'-0" 1 V 3l4„ r- o w 7 � z ' z m 0 ISSUE BLOCK REF RI CL OF COLUMN PLAN WRAP COLUMN WITH FLEXIBLE FOAM CLOSED CELL EXPANSION MATERIAL;REF DETAIL 6-S2 WATERPROOF BASE PL,ANCHOR (2)#4x2'-0"BARS PLACED NEW STEEL BOLTS,AND COLUMN WITH 1 1/2"BELOW TOP OF SLAB COLUMN,REF PLAN ASPHALTIC MASTIC BELOW FF EL AT CORNER OF COLUMN RI BASE PLATE 3/4"x14"x1'-2"(TYPE 2)WITH(4) WRAP COLUMN WITH 1" 7. 3/4"x9"EMBEDMENT ANCHOR BOLTS(PROJ CL OF COLUMN AND SPREAD FTG FLEXIBLE FOAM CLOSED CELL O 5");REF 3-S4 FOR ADDITIONAL INFORMATION ) I EXPANSION MATERIAL(FILL TOP 1 1/2"NON-SHRINK GROUT BELOW COLUMN WITH ELASTOMERIC SEALANT) BASE PL PLACED AFTER ERECTION AND PRIOR TO INSTALLATION OF ROOF DECK BASE PLATE 3/"EMBEDM (TYPE i) I WRAP COLUMN WITH FLEXIBLE � REF FDN PLAN WITH O 3/OLT EMBEDMENT FOAM CLOSED CELL h ANCHOR BOLTS(PROJ 5");REF 3S4O� FOR ADDITIONAL INFORMATION EXPANSION MATERIAL REF 6-52 NOTE: DO DIA x 10"SMOOTH ROUND DOWELS MUST BE LEVEL DOWELS AT 24"OC(3 MIN) AND SQUARE WITH JOINT. CENTERED ON JOINT WITH GREASE 1 1/2"NON-SHRINK GROUT BELOW WATERPROOF BASE PL,ANCHOR ON ONE END,LOCATE DOWEL 4" (4)#5 TOP COLUMN BASE PL PLACED AFTER BOLTS,AND COLUMN WITH REF ARCH FROM FACE OF CMU AT EACH END ERECTION AND PRIOR TO ASPHALTIC MASTIC BELOW FF EL EXISTING CMU WALL REF FDN PLAN INSTALLATION OF ROOF DECK,TYP 1/2"DIAx 10"SMOOTH ROUND (1)#5 CONT LAP WITH REINF TOF EL _ REF FDN PLAN DOWELS AT 24"OC CENTERED 8 CMU BEYOND IN BOND BEAM BEYOND CHECKED BY: CMP F 6C-COLUMN AT CORNER • • rr EL ON JOINT.DOWELS MUST BE --I-- LEVEL AND SQUARE WITH JOINT DRAWN BY: DTR #3x3'-0"DOWELS 2'_0^ EXISTING CONT O AT 16"OC(3 MIN)R FOOTING TO REMAIN - w CONC PAVING SLOPE PROTO CYCLE: 05/30/25 CONSTRUCTION OR SAWN p U WRAP COLUMN WITH 1" CONTRACTION JOINT w �DNPLAN �/V REF ARCH REF FDN PLAN DOCUMENT DATE: 09I03/25 REFS TOCTOC EY L - FF EL FLEXIBLE FOAM CLOSED CELL EXPANSION MATERIAL(FILL TOP WITH ELASTOMERIC SEALANT) MATCH EXIST - U (6)#5 T&B 17)*5 TOP;DRILL AND _ m BOFEL EMBED 6"INTO EXISTING v U CENTER FTG ON COLUMN REF FDN PLAN WRAP COLUMN WITH 1"FLEXIBLE CMU WITH ADHESIVE 3 PARALLEL TO WALL NOTE: TOF EL CONSTRUCTION OR SAWN FOAM CLOSED CELL EXPANSION ANCHORS(REF SPECS)J CLR REF 1-S2 FOR ITEMS CONTRACTION JOINT,TYP MATERIAL(FILL TOP WITH (3)#5 BOT �1"CLR 3"CLR SHOW N BUT NOT NOTED. _ NEW CMU WALL ELASTOMERIC SEALANT) (7)#5 BOT;DRILL AND EMBED 18" 2'_0"(x 6'-6") INTO EXISTING FTG WITH 5'-0"(x 5'-0") ADHESIVE ANCHORS(REF SPECS) � 6A-STANDARD COLUMN 613-COLUMN AT WALL WITH JOINT NEW COLUMN AT EXISTING WALL INTERIOR COLUMN FOOTING SLAB AT OPENING WITH STOOP �j COLUMN ISOLATION WRAP 8 3/4"=1'-0" wAsn�1(.q- e 4. FILL JOINT FLUSH WITH ADJACENT FLOOR SURFACE RI RESAW CONSTRUCTION JOINT 1/8"x TA DEEP REF CL OF COLUMN TO PRODUCE VERTICAL SIDE WALL AND a HORIZONTAL SHELF TO SUPPORT JOINT FILLER; EXIST 8"CMU WALL PLAN II WRAP COLUMN WITH FLEXIBLE FOAM CLOSED RI WRAP COLUMN WITH FLEXIBLE 9/24/25 FILL WITH JOINT FILLER OR JOINT SUBFLOOR TO REMAIN 12"CMU CELL EXPANSION MATERIAL;REF DETAIL 6-S2 CL OF COLUMN AND SPREAD FTG FILLER WHERE REQUIRED PER SPECIFICATIONS ( FOAM CLOSED CELL EXPANSION WALUINFILL AT SIM) MATERIAL REF 6-S2 \ K S"CMU WALL,REF WATERPROOF BASE PL,ANCHOR BOLTS,AND COLUMN WITH ASPHALTIC MASTIC BELOW FF EL REF PLAN WATERPROOF BASE PL,ANCHOR 2-S4 FOR REINF NEW STEEL K REF 2-S4 FOR CMU WALL REINF BOLTS,AND COLUMN WITH NOTE: F _ COLUMN,REF PLAN BASE PLATE 3/4"x14"xi'-2"(TYPE 1)WITH(4)3/4"DIA ASPHALTIC MASTIC BELOW FF EL REF PLAN FOR LOCATION / BASE PLATE 3l4"z14"x1'-2"(TYPE 1) OF WALL TO BE FULLY THREADED RODS DRILLED AND EMBEDDED 6 3/4" WITH(4)3/4"x9"EMBEDMENT GROUTED ALONG GRID F.3. PLATE DOWELS AT NOTE: INTO ADHESIVE ANCHOR(REF SPECS)(PROJ 5"); 1 1/2"NON-SHRINK GROUT BELOW ANCHOR BOLTS(PROJ 5");REF 3-S4 24"OC,REF SPECS DOWELS MUST BE LEVEL EXIST SLAB REF 3-S4 FOR ADDITIONAL INFORMATION COLUMN BASE PL PLACED AFTER FOR ADDITIONAL INFORMATION ERECTION AND PRIOR TO REF FDN PLAN PAVING INSTALLATION OF ROOF DECK,TYP (1)#5 CONT AND SQUARE WITH JOINT. TO REMAIN 5B-CONSTRUCTION JOINT(CONST JOINT) FF EL REF FDN PLAN PAVING REF FDN PLAN FF EL __—__—__ L 1 112"NON-SHRINK GROUT BELOW COLUMN FF EL FILL JOINT FLUSH WITH ADJACENT FLOOR SURFACE - ------------ BASE PL PLACED AFTER ERECTION AND I /1/g• PRIOR TO INSTALLATION OF ROOF DECK EXTEND CONT WALL SOLID GROUT ALL /lye/y SAWCUT CJ,FILL WITH JOINT FILLER FTG REINF THROUGH (5)#5 BOT EW CELLS BELOW GRADE LEVELING MORTAR BED REF FDN PLAN FOUNDATION OR JOINT SUBFLOOR FILLER WHERE EXIST FOOTING COLUMN SPREAD FTG � BELOW FIRST COURSE R REQUIRED PER SPECIFICATIONS HORIZ EINF,TVP TO REMAIN TOF EL REF FDN PLAN = oJ� FOUNDATION REF FDN PLAN DETAILS y 1/8"x T/4 DEEP SAWCUT CONTRACTION JOINT FOR • • U w TOF EL DRAIN,REF TOF EL WET CUTTING OR EARLY ENTRY SAW CUTTING LL j - ARCH •'� • MATCH EXIST • (7)#5 T&B;DRILL AND EMBED ---- (3)#5 T&B O n O n O 18"INTO EXISTING FTG W BOF ELITH - ADHESIVE(REF SPECS) (2)#5 T&B CONT DOWELS MATCHING CMU F — CORNER BARS TO MATCH 2_0 3"CLR 3"CLR / CENTER FTG ON COLUMN �T'CUR 3"CLR #3 TIES AT 24"OC WALL REINF SIZE AND �� HORIZ REINF,TYP N INTENTIONALLY ROUGHEN VERT PARALLEL TO WALL FACE OF EXISTING FOOTING 3"CLR 3"CUR 2'-0" SPACING WITH STANDARD 5A-CONTRACTION JOINT(CJ) AND APPLY BONDING AGENT 2'-0"(x 6'-6") 4'-6"(x N-6") ACI HOOK.ALTERNATE HOOK DIRECTION 5 CONCRETE SLAB JOINTS CORNER BAR REINF NEW COLUMN AT EXISTING WALL EXTERIOR COLUMN FOOTING EXTERIOR WALL FOOTING A AS ^/ SHEET: �1/ NTS `� 3/4"=1'-0" �+ 3/4"=1'-0" ` 3/4"=1'-0" 3/4"=1'-0" S L a ARCHITER OF RECORD: ERR ARCHITECTURE,INC LU F° GF wg�QWY Ko 3togn w l"o o ° iw3 o$°000€a °'a'a QZD n°�w-a- °xg a 89"'! $`°oq N - Z j ^ O y 00 N 0 0 C3 E z zoo C, �N a Z r_n V Z W Z m Z �Lu 0 JQ01 Z!n Qo w Z 0 ISSUE BLOCK FIELD VERIFY EXISTING JBE NOTE: >• DOWELS MUST BE LEVEL ill"DIAx 10"SMOOTH DOWELS REF ARCH AND SQUARE WITH JOINT. AT 24"OC(3 MIN);GREASE END REF 1-52.1 FOR TYP CONN(NS-FS) IN NEW SLAB AND CENTER ON 1l2"DIA x 10"SMOOTH DOWELS AT 24'OC JOINT;DRILL AND EMBED 5"INTO (3 MIN);GREASE END IN NEW SLAB AND EXISTING SLAB WITH ADHESIVE 12"CMU INFILL BEYOND CENTER ON JOINT;LOCATE DOWEL 4" SEXISTINGJOIST ANCHOR(REF SPECS) FROM FACE CMU END DRILL AND OC VET EXISTING R BOND BEAM AT 24" EMBED 5"INTOO EXISTING SLAB WITH (FIELD VERIFY),TP CAP PL 1/4"WITH EXISTING ADHESIVE ANCHOR(REF SPECS) SEAL WELD CONCRETE PAVING SLOPE EXISTING CONC SLAB EXISTING 8"CMU WALL REF ARCH MATCH EXISTING h REF 2-S2.1 FOR TOC EL - - -_ OFF EL JAMB COLUMN CHECKED BY: CMP DRAWN BY: DTR EXISTING 12"CMU WALL WHERE WALL IS NOT SOLID REF 1-S2.1 FOR GROUTED,PROVIDE 12"MIN GROUT TYP CONN PROTO CYCLE: 05/30/25 COVER ON ALL SIDES OF ANCHOR; GROUT SHALL BE CURED FOR 7 DOCUMENT DATE: 09/03/25 DAYS PRIOR TO INSTALLING ANCHOR REF 2-S2.1--' n SLAB AT OPENING WITH STOOP (AT CONCRETE PAVING) n JAMB COLUMN AT ROOF CL REF 4-S2.1 FOR JAMB CL COL COLUMN AT ROOF,TYP COL 3 SIDES,TYP 3/16 EXISTING 8"CMU WALL ® ® I EXISTING 8"CMU e� Toy W 12x26;BEAR AS (� NOTED;FULLY B A OH B GROUT CMU BELOW ,DINy� L4x4x1/4 x 0'-4"AT 4'-0' L GROUT BOTH SIDES BM BRG TO FF EL OC,TYP(ALT SIDES OF OF BEAM SOLID COL ABOVE LINTEL); SOAP CMU WALL WITH(i)EXISTING DIA # JAMB COLUMN, PROVIDE BLOCK TIES y ATTACH TO EXISTING REF 2-S2.1,TYP AT i6"OC,WELD TO 1/2' EACH SIDE OF WEB 9/24/25 THREADED RODS, DRILL AND EMBED ] OREF ARCH 4 1/2"INTO EXISTING _ .OS EL CMU WITH ADHESIVE _ REF ARCHh SECTION A ANCHOR(REF SPECS) j BOS EL 8", ........ REF SECTION A BRG,T TYP BASE PLATE 1/2"x5"x0'-9"CENTER FOR STEEL LINTEL REF 2-S2.1 FOR 1/2"DIA x 10"SMOOTH ROUND ( JAMB COLUMN DOWELS AT 24"OC CENTERED ON ON COL)W ITH(2)1/2"DIA JOINT;DRILL AND EMBED 5"INTO THREADED RODS;DRILL AND EX STING SLAB WITH ADHESIVE EMBED 4 1/2"INTO SLAB WITH REF 2-S2.1,TYP PL 3/8"x8"x0'-8" ANCHORS(REF SPECS) ( ) i ADHESIVE ANCHOR REF SPECS HSS8x4x1/4 COLUMN 1'-8" NEW EXIST SLAB MANDATORY I"- ® CONCRETE OH O i TO REMAIN CONSTRUCTION _ S� FOUNDATION JOINT,REF 5B-S2 - O U N DAT 10 2 2 3 SIDES 3116 REFFDN PLAN 521 521 EXISTING °i DETAILS FFFF EC FF EL 3/16 REF SECTION A IL- F - FOR STEEL LINTEL �� _ _ 3/16 (4)#4 CONT 3 SIDES 3/i6 #4 x 1'-10"DOWELS AT 16"OC; 6" 6 FINISHED OPNG REF 2-52.1—ti 1'-0" DRILL AND EMBED 4"INTO REF PLAN SECTION B EXISTING GROUTED CMU W WITH CL ADHESIVE ANCHOR(REF SPECS) COL (NEW OPENING) �1 NEW SLAB AT EXISTING SLAB JAMB COLUMN AT NEW OPENING STEEL FRAMING AT NEW OPENING IN EXISTING CMU WALL SHEET J 3/4"=1'-0" L 3/4"=1'-0" 3/4"=1'-0" S2.1 a ARCHITER OF RECORD: ERR ARCHITECTURE,INC MASON JAH-1 JOIST 112"CIA A36 ATTACHMENT HARDWARE THREADED ROD FAx 9.x xsx soaa L3x3x1/4;FIELD VERIFY - - LENGTH;PROVIDE 6" L4z4z1/4 z V-0";ATTACH TO CMU MASON CLEARANCE EACH END 3/16 1-24 WITH)1/2"DIA THREADED RODS AIRCRAFT 31i6 1-24 V AT EA END (8"SPACING);DRILL AND EMBED CABLE 41/2"INTO GROUTED CMU WITH SECTION A ADHESIVE ANCHOR(REF SPECS) NOTE: REF 3-S3 FOR ITEMS SHOWN P1000 UNISTRUT;INSTALL CABLE AT CMU WALL BUT NOT NOTED. PERPENDICULAR BETWEEN JOIST N S H IFS ww28 BOTTOM CHORDS;AT CONTRACTOR'S o w PROVIDE DOUBLE NUT OPTION,UNISTRUT CAN BE ATTACHED TO w MASON JAH-1 JOIST ATTACH UNISTRUT PROVIDE DOUBLE NUT TOP CHORD OF JOIST;ATTACH UNISTRUTQ ATTACHMENT HARDWARE TO JOIST WITH 1/2" AND LOCK WASHER TO JOIST CHORDS WITH ill"DIA A307 3t°g'kaw¢oom ABOVE UNISTRUT AND 'd AND LOCK WASHER O fiy DIA A325N BOLT ABOVE UNISTRUT AND A BOLT THRU JOIST CHORD AND PROVIDE LL m° a orow`-"RIB a o�wrczo H. THRU GAP IN SINGLE NUT BELOW,TYP LOCK WASHER AND DOUBLE NUT Z �' MASON JOIST CHORD,TYP SINGLE NUT BELOW,TYP O 3_8 €ao o AIRCRAFT ~ zw3= wro=wn - - 5 3Q�ogLL PROVIDE DOUBLE NUT AND LOCK o W - -------- ----------------- CABLE �ws�p=rc��g MASON SCB-1 SEISMICa WASHER BELOW UNISTRUT AND rn = �o yso'e�rcrc'a� CABLE BRACE ANCHOR P1000 UNISTRUT r EA END(4 REQD) - - DIAGONAL BRACE 1/2"DIA A36 A SINGLE NUT ABOVE THREADED ROD,TYP �i II AIR CURTAIN P1001 UNISTRUT FOR P1000 UNISTRUT;ALIGN WITH THREADED A �i A (1)JOIST BAY,LEV a DO NOT CANTILEVER P1000 RODS SUPPORTING AIR CURTAIN W m v ^_ CABLE AT JOIST TOP CHORD,TYP caw= UNISTRUT,TYP 'z,�F.�S A36 ALL-THREAD SUPPORT ROD,TYP;QUANTITY, O d z PROVIDE SINGLE NUT SIZE AND LOCATION BY UNIT SUPPLIER U- (1)MASON AIRCRAFT CABLE AT ii II y — ABOVE UNISTRUT u 7 m EATHREADED ROD;EXTEND EA CABLE IN OPPOSITE �� h rn O W Q= x DIRECTIONS AT 45 DEGREES P1000 DIAGONAL BRACE P7000 UNISTRUT AT EA MASON SCBH-1 SET OF THREADED RODS F 4 -- TRANSFORMER SEISMIC CABLE BRACE S'' ' 1/2"DIA A307 THRU BOLT,TYP HOOK(4 REQD) N CABLE,TYP TRANSFORMER; BRACING PLAN ---- REF MECHjh e- ATTACH TO UNISTRUT ---___-_- TOE O L3x3x3/16x V-0"WITH 3 CURTAIN PER MANUFACTURER'S ------------------- () RECOMMENDATIONS 1/4"DIAx 1 1/4"SCREW PROVIDE DOUBLE NUT AND LOCK ANCHORS INTO CMU,TYP Q NOTE: WASHER BELOW UNISTRUT AND REF `AIR CURTAIN U MAX UNISTRUT,EXTEND 6" MECH y MOUNT TRANSFORMER A SINGLE NUT ABOVE,TYP AS HIGH AS POSSIBLE, MAX BEYOND UNIT EA END CABLE BRACING PLAN REF ELECTRICAL. 0 0 M N TRANSFORMER SUPPORT FRAMING FAIR CURTAIN SUPPORT 00 QQ 9 3/4"=1'-,. Zo 0 Z°� o Z N a V _I� W Z m ZZ �Lu 0 JQ0 NOTE: o IF EXISTING CMU IS SPLIT FACE, RI GRIND CMU SMOOTH AS REQUIRED REF TO ALLOW FOR FLUSH SECURITY STRAP BY GC: z ATTACHMENT OF CONT ANGLE. PLAN 1.3/4"WIDE 24 GAGE GALVANIZED STEEL STRAP WITH m ALTERNATING 114"AND 3/16"DIAMETER HOLES. PROVIDE BOLTS AS REQD BY OSHA/SJI REF RI 2"GAP 2.SHALL BE LONG ENOUGH TO PREVENT SHARP RI (1/2"DIA FOR KJOISTS)AT COLUMN PLAN EXISTING ROOF FRAMING 2 1/2" 3l4"DIA A325 BOLTS AT 48"OC,HAND BENDS WITHOUT EXCESSIVE SLACK. 3" TIGHTEN NUTS AND DAMAGE THREADS 3.SHALL NOT BEAR ON CONDUIT,CABLES,ETC. D. TYP 1/4 3 (2)3/4"DIA ERECTION BOLTS ON 1/4 3 5"GA AT EACH JOIST GIRDER ISSUE BLOCK REF ROOF DIAPHRAGM CONNECTION EXISTING ROOF REF ROOF DIAPHRAGM CONNECTION RI ui L6z4z5/16(LLH)CONT '° DIAGRAM AND SCHEDULE FOR DECK JOIST WEB p FRAMING DIAGRAM AND SCHEDULE FOR DECK 118 21/2 FOR Z 2"CAP ATTACHMENT TYPE,SIZE AND SPACING ATTACHMENT TYPE,SIZE AND SPACING MEMBER 2 1/2"MIN BRG LENGTH K SERIES ? _ FOR KJOISTS 1/8 21/2 JOIST JOIST BOTTOM n p BENT PL 3/8"x12"x CONT WITH 13/16"x5" w CHORD z 3/16 2 12 LONG SLOTS IN HORIZ LEG PERP TO REF ROOF FRAMING PLAN CAP PLATE EXISTING WALL;ATTACH TO CMU WALL NEW MTL DECK REF PLAN WITH 5/8"DIA THREADED RODS AT 48"OC; I rl DRILL AND EMBED 5 5/8"INTO GROUTED A 4 SIDESCMU WITH ADHESIVE ANCHOR(REF SPECS) 1/8 21/2 BOTTOM SCREWS BY GC: 1/4SECURITY SELF DRILLIN8" 2" 5" SECURITY CHORD12-14x3/4"STRAP;REF 6-53 WELD NEAR STRAP BRACEHILTI KWIK-PRO OR 1JL VARIES 3/6 3EQUAL.MINIMUM ENDSIDE BOTTOM JBEI HALF AND FAR 31i6 3 L3x3x1/4 CONT REF SECTION DISTANCE=3/4" SIDE UPPER 4-S4 FOR SPLICE) HALF TYP 13/16"DIA HOLE JOIST STABILIZER PLATE 1/2"x6"x0'-6" PER JOIST PER JOIST FOR GUYING DO NOT WELD JOIST TO PLATE,TYP PROVIDE BRACING FOR BOTTOM ERECTION ERECTION CHORD OF JOIST GIRDER AS DRAWINGS DRAWINGS ,REF PLAN REQUIRED BY SJI,REF 6-S3 JOIST EXISTING CMU WALL 41/2" PROVIDE BOLTS AS REQD BY OSHA/SJI 1/2"DIA FOR KJOISTS ( ) WELD NEAR SIDE - - EXISTING BOND BEAM AT 24" WHERE WALL IS NOT SOLID GROUTED,PROVIDE 12"MIN PROVIDE BRACING FOR BOTTOM CHORD OF JOIST GIRDER AS BOTTOM HALF 3/16 3 STABILIZER PLATE 1/2"z6"x0'-6"DO NOT OC VERT FIELD VERIFY),TYP 1 1/2"DIA A307 SAFETY BOLT SNUG AND FAR SIDE 1 WELD JOIST GIRDER TO PLATE,TYP - ( ) GROUT COVER ON ALL SIDES OF ANCHOR'GROUT SHALL O 3/6 3 RE IRED BV I N NE IDE F IRDER NLY.WELD EA H END A QU SJ O O S O G O C S CHECKED BY: CMP BE CURED FOR 7 DAYS PRIOR TO INSTALLING ANCHOR TIGHTENED AFTER BRACE HAS BEEN WELDED UPPER HALF TYP EXISTING CMU WALL (REF JOIST ERECTION DRAWINGS)SAFETY REQUIRED BY SJI(BRACE SHALL BE DESIGNED AS REQUIRED BY SJI TO BOLT SHALL BE INSTALLED-NO EXCEPTIONS CARRY BOTH APPLICABLE TENSION AND COMPRESSION FORCES) i DRAWN BY: DTR Q NEW JOIST AT EXIST WALL 7 GIRDER AT EXISTING WALL JOIST TO JOIST GIRDER �j JOIST GIRDER TO COLUMN PROTO CYCLE: 05/30/25 `+ 3/4"=1'-0" • 3/4"=1'-0" 3/4"=1'-0" `+ 3/4"=1'-0" DOCUMENT DATE: 09/03/25 RI YRI RE FPLAREF PLA 0 REF ARCH 'I 'I TOM EL EACH I 3/16 4 EMBED REF ROOF DIAPHRAGM CONNECTION REF 1-S4 FOR REINF DIAGRAM AND SCHEDULE FOR DECK REQUIRED AT OPENING EACH ATTACHMENT TYPE,SIZE AND SPACING RI pelf gA•RNi 'I" 3116 4 EMBED EMBEDDED PLATE(TYPE 1)AT REF ARCH FOR SIZE AND 24"OC,CENTERED ON VERTICAL REF PLAN EMBEDDED PLATE(TYPE 1)AT 24"OC, �y LOCATION OF SCUPPERS LEG OF CONT STEEL MEMBER; TYP CENTERED ON VERTICAL LEG OF CONT REF ROOF DIAPHRAGM CONNECTION REF 4-S4 FOR SIZE AND 3/16 EACH RI STEEL MEMBER;REF 4-S4 FOR SIZE AND DIAGRAM AND SCHEDULE FOR DECK PLACEMENT WITHIN GROUT JOIST /l REF ARCH PLACEMENT WITHIN GROUT FILLED CELL; ti REF ARCH FILLED CELL;DO NOT PLACE TOM EL DO NOT PLACE HSA IN CMU HEAD JOINTS �DID46` AT TYPE,SIZE AND SPACING REF PLAN BOM EL HSA IN CMU HEAD JOINTS 118 22 2 REF ARCH TYP 1/8 21/2 REF E-S3(8-S3 AT SIM) 1/4 3 TYP EACH EACH TOM EL EACH O REF ROOF FRAMING PLAN FOR ITEMS SHOWN 1/4 3 JOIST GIRDER NOTE: 3116 TO BOND BEAM EL REF PLAN FOR LOCATION 3/16 4 EMBED 9/24/25 JOIST BUT NOT NOTED. TYP OF WALL TO BE FULLY REF ROOF FRAMING PLAN REF ROOF FRAMING PLAN GROUTED ALONG GRID F.3. REF ROOF DIAPHRAGM CONNECTION TO BOND BEAM EL Jgg F w DIAGRAM AND SCHEDULE FOR DECK p REF ROOF FRAMING PLAN ATTACHMENT TYPE,SIZE AND SPACING 0 REF ROOF FRAMING PLAN O w JBE BOND BEAM W ITH(i)#5 CON. REF FULLY GROUT 16"ABOVE AND LL= 8"BELOW BOND BEAM w WELD NEAR SIDE REF ROOF FRAMING PLAN 3/16 2Q12 REF 3-53 FOR BOND BEAM 7^ BOTTOM HALF 3/i6 3 TO BOND BEAM EL L5x3x1/4(LLH)CONT, AND FAR SIDE 3/16 3 1/2" CAP PLATE 3/4"x12"xAS SHOWN DECK BRG EL REF 4-S4 FOR SPLICE UPPER HALF TYP 2 3/4"DIA ERECTION BOLTS ON {) OVARIES S 5 GA AT EACH JOIST GIRDER PROVIDE BOLTS AS REQD I BOTTOM CHORD BRACE BENT PL(WITH 4" I JBE m X-BRIDGING BY BYO (1/2"DIA FOR LONG VERTICAL SLOT)AS REQUIRED BY 1 1/2" 4 SIDES JOIST SUPPLIER K-SERIES JOISTS) SJI(PROVIDED BY JOIST SUPPLIER) 1/4 BOND BEAM WITH(i)#5 JU I INSTALL AT NEAREST VERTICALLY \ �\ CONT;FULLY GROUT BENT PL 1/4"z10"x CONT(LLH), NOTE: REINFORCED CELL TO LOCATION SHOWN JOIST STABILIZER PLATE 1/2"x6"x0'-6" 16"ABOVE AND 8" REF 4-S4 FOR SPLICE ROOF REF 3-S3 FOR REF 2-S4 FOR ON THE JOIST ERECTION DRAWINGS DO NOT WELD JOIST TO PLATE,TYP BELOW BOND BEAM 7^ ITEMS SHOWN CMU WALL REINF 13/16"DIA HOLE FOR GUYING FRAMING BUT NOT NOTED. PER JOIST DETAILS ERECTION BRIDGING AS REQD BY DRAWINGS REF 2-S4 FOR STABILIZER PLATE 1/2"x6"x0'-6";DO NOT SJI AND PROVIDED BY 3/4"DIA WEDGE EXPANSION ANCHORAT NOTE: CMU WALL REINF CENTER OF SLOT,SET ANCHOR AND THEN EXISTING CMU WELD JOIST GIRDER TO PLATE TYP JOIST SUPPLIER,TYP REINSTALL NUT FINGER TIGHT AND DAMAGE WALL AT SIM. THREADS(FURNISHED BY CONTRACTOR) 3/16 3 B B TTOM HALF SIDE OTOM HA 3/16 3 AND FAR SIDE UPPER HALF TYP SCUPPER WALL SECTION �IRDER ALONG WALL �,,�GIRDER TO PERIMETER COLUMN � DECK BRG AT WALL SHEET: I(► 3/4"=1'-0" J 3/4"=1'-0" L 3/4"=1'-0" 1 314" S V a W TOP CHORD PANEL FIELD FABRICATED FRAME GENERAL CONTRACTOR TO PROVIDE AND INSTALL FIELD C FROM L5x3x1/4(LLV) 3"OR STRUT(L2x2x3/16)EACH SIDE OF JOIST AT ALL LOCATIONS ARCHITECT OF RECORD: FWHERE CONCENTRATED LOAD DOES NOT OCCUR WITHIN 3"OF BRR ARCHITECTURE,INC CL OF JOIST GREATE A PANEL POINT.INSTALL ANGLE WITH ONE END AT LOCATION wvexuE OF LOAD AND OTHER END AT A PANEL POINT ON THE REF ROOF DIAPHRAGM CONCENTRATED I OPPOSITE CHORD,TYP.ANGLES SHALL BE INSTALLED PRIOR oveRuno FwRx,xs sszo° CONNECTION DIAGRAM LOAD,REF NOTE TO CONCENTRATED LOAD BEING APPLIED TO THE JOIST AND SCHEDULE FOR D ATTACHMENT TYPE AND 3/i6 Fwx 9.z-xsx-so°° SIZE.LOCATE AT 6"OC 3/16 VTYP CL OF JOIST 1/8 1Q6 CL OF JOIST - CROSS MEMBER REQUIRED GENERAL CONTRACTOR TO E AT OPENINGS LARGER THAN PROVIDE L1 1/2x1 1/2x1/8 WHERE REQUIRED 1/8 1(a�6 FANS"INCLUDING EXHAUST i J FANS AND ROOF DRAINSDETAIL 1 OPENING IN ROOF - - wwo CL OF JOIST o� ew LARGER THAN 10"x10" -- - g NW n�=� I� CONCENTRATED OF =d F r CL OF JOIST F TYP EACH LOAD,REF NOTE K .. ru, wow�w° VARIES 4" 3/18 11/2 K < 3t°g�awa° m END EACH a ° TYP 3'16 11/2 ANGLE 3"OR Z gH j'a NOTE: REF SPECIFICATIONS ATTACH UNIT TO CURB W ITH FOR ADJUSTABLE GREATER z w; w a w o°'� r oNQo€<G�w STAINLESS STEEL BOLTS.REF I CAPPEDED CURB BOTTOM CHORD PANEL g 3 UNIT SUPPLIER FOR BOLT ❑ oM, QUANTITY,SIZE AND LAYOUT. REF SPECIFICATIONS REF SPECIFICATIONS CONDENSING UNIT(CU) PROVIDE JOIST REINF IN ACCORDANCE WITH THIS DETAIL FOR ALL CONCENTRATED LOADS IN EXCESS OF 10 N €y �oysogpw FOR CAPPED CURB FOR CAPPED CURB 0 I WITH CAPPED CURB POUNDS.WHERE MORE THAN ONE CONCENTRATED LOAD EXISTS WITHIN A CHORD PANEL AND THE SUM OF AT 12"MAX OC THOSE LOADS EXCEEDS 100 POUNDS,PROVIDE JOIST REINFORCEMENT AS DETAILED SUCH THAT THE SUM OF THE LOADS WITHIN THE REMAINING UNSUPPORTED CHORD LENGTH DOES NOT EXCEED 100 POUNDS. ALONG CHANNEL SU PORT 18 11/2 C6z8.2 C6z8.2 STRUCTURAL CURBS JOIST REINFORCING Q W �J --------------------------- - -- CURB POINT / 3/a"=1'-0" d °s ______________________________ __ ______ ____ u_ -------------------------- ---- -1____-- UNIT SIZE WIDTH(W) LOAD o p m m o TON REF MEP soo Lgs ROOF DECK FASTENER SCHEDULE y CHANNEL TO RCU REF REFRIG 200 LBS DECK TO CONTINUOUS SIDE LAP SUITABLE BASE JOIST THRU ROOF DECK 1/8 1 1/2 Nores: STEEL MEMBER CONNECTOR CONNECTOR MATERIAL THICKNESS CHANNEL TO 1.INSTALL STRUCTURAL RTU CURBS,HEADERS,AND FRAMES TYPE 36/7 PATTERN SPACING RANGE(IN) N SECTION E 1/8 1 1/z SECTION F z 1/8 1 1/2 JOIST THRU AND WELD TO SUPPORT STEEL BEFORE DECK IS PLACED. 5/8"VISIBLE DIAMETER PUDDLE WELDS (2)AT(3)EQUAL SPACES ALL THICKNESSES ROOF DECK 2.NOT USED. #12-14 SELF DRILLING SCREWS (2)AT(3)EQUAL SPACES 1/8 TO 3116 INCLUSIVE VARIES 3.GENERAL CONTRACTOR SHALL COORDINATE UNIT #12-24 SELF DRILLING SCREWS (2)AT(3)EQUAL SPACES 3/16 TO 1/4 INCLUSIVE CL OF JOIST DIMENSIONS AND FRAMING LOCATIONS WITH THE STEEL #12-24 SIMPSON STRONG DRIVE XL (2)AT(3)EQUAL SPACES 1/8 TO 3/81NCLUSIVE FABRICATOR,MECHANICAL AND ERECTION POWDER ACTUATED HILTI X-HSN-24 (2)AT(3)EQUAL SPACES 1/8 TO 3/8 INCLUSIVE REF ROOF DIAPHRAGM REF ROOF DIAPHRAGM SUBCONTRACTORS. ai CONNECTION DIAGRAM 4.HEADERS ARE REQUIRED FOR STRUCTURAL CURBS WHEN THE POWDER ACTUATED HILTI X-ENP-19 (2)AT(3)EQUAL SPACES THICKER THAN 1/4 ,R CONNECTION DIAGRAM AND SCHEDULE FOR CURB DOES NOT SPAN BETWEEN TWO JOIST OR THE CURB AIR ACTUATED PNEUTEK SDK-61075 (2)AT(3)EQUAL SPACES 1/8 THICKNESS AND SCHEDULE FOR ATTACHMENT TYPE AND CANTILEVERS MORE THAN TWO FEET OVER THE JOIST. AIR ACTUATED PNEUTEK SDK-63075 (2)AT(3)EQUAL SPACES 5/32 TO 1/4 INCLUSIVE 0 O N ATTACHMENT TYPE AND REF SPECIFICATIONS FOR SIZE.LOCATE AT 6"OC 5.REF DETAIL 1 FOR CONNECTION OF DECK PARALLEL TO CURB, N REF SPECIFICATIONS FOR I SIZE.LOCATE AT 6"OC STRUCTURAL AND NON- AIR ACTUATED PNEUTEK K-66062 (2)AT(3)EQUAL SPACES THICKER THAN 9/32 � � Dp WHERE REQUIRED. STRUCTURAL AND NON- STRUCTURAL CURBS 0 O Q 6.STEEL NOT INSTALL STRUCTURAL CURBS ON TOP OF DECK. STRUCTURAL CURBS NOTES: AT 12"MAX OC 7.STEEL SUPPLIER TO FURNISH STOCK ANGLE FOR FIELD 1.ALL SIDE LAP SCREWS SHALL BE#10-16 SELF-DRILLING SCREWS AT EQUAL SPACES. AT 12"MAX OC ��i ALONG FABRICATED FRAMES. O 1/8 1 1/2 SUPPORT CROSS MEMBER 1/8 1 112 ALONG SUPPORT 8.REF SPEC SECTION 07721 AND MECHANICAL ROOFTOP HVAC � Z o O ANGLE (NO CROSS ANGLE^ UNIT SCHEDULES FOR RTU/RCU ANCHORAGE. ^O r L5x3x1/4(LLV) MEMBER AT SIM) 3'A"MIN REF FRAMING DETAILS Z H O CROSS MEMBER _ ___ _______ ___________ W FOR EMBEDS AND CONT (71� 6„ ]4:CONNECTIONS TO CONT STEEL MEMBERS O Z^ a --------------- RI STEEL MEMBERS AT ALL WALLS,JOISTS AND AROUND RI o NOTE: A TYP WHERE HEADER/FRAME IS NOT f r1 O N I ALL OPENINGS(36/7 PATTERN) BOND BEAM STEEL NOT V READ,PROVIDE(2)1/8"x1 1/2" _ _ _CL OF 1/8 11/2 ANGLETO FILLET WELDS ATCURB JOIST I RED SHOWN FOR CLARITY Z Z W m SECTION C lip' '/8 1/2 JOIST SECTION DINTERSECTION WITH JOIST. O REF R SPECIFICATIONS L URAL URB CONNECTOR PATTERN DIAGRAM -- CL OF JOIST O Z O VARIES TROL JOINT REF IUn� Q CL OF JOIST O (•)CONNECTIONS AT 6"OC TO FOR LOCATION p "1 CONT STEEL MEMBER AT ALL w P&FDN w U SIM r -52 AND I REF ROOF DIAPHRAGM WALLS,JOISTS AND AROUND CONNECTION DIAGRAM _ _ CL OF ALL OPENINGS(36/7 PATTERN) aOR SIZE ANDELS READ,TYPCHAMFER z AND SCHEDULE FOR JOIST : wNOTES: ATTACHMENTTYPEAND REF ROOF DIAPHRAGM m 1. CENTERLINE OF EMBED BAR 314x20"REF SPECIFICATIONS FOR SIZE.LOCATEAT 6"OC CONNECTION DIAGRAM 1 1/2 TMINSTALL HEADERS CL OF JOIST w PLATES SHALL BEAT LEAST CENTER ON SPLCEANDSCHEDULE FOR •� -� ---- rn1'-4"AWAY FROM MASONRY (Fy=50 KSI) STRUCTURAL CURB PER SECTION A, uI w/8 /2 SI EA LOCATECHMENT AT 6CHMENT EOCD FASTENIERS P LL CURB NOTEE#4�L DECK ❑ CONTROL JOINTS. L5x3x1/4(LLV) 1/8 112 REF SPECIFICATIONS FOR RIO O NO�1CONT STEEL MEMBERISSUE BLOCK ------------ STRUCTURAL CURB AT 12"MAX " - _ SPLICE-VERTICAL LEG DOWN ,: , o __ __ _ ❑ 1.CL OF PLATE VARIES.REF1/8 11/2 OC ALONG CL OF '' 'a p F FRAMING PLAN AND DETAILS. --------------- - JOIST -�-LL+- -y-JOIST1.- a -- -- u_ ❑ 2.POSITION PLATE WITHIN OIF I ": I w GROUTED COURSES. 1 1/2" V O 3.DO NOT PLACE HSA IN CMU 1 1/2" 7^ 1 - --------------------- B I BED OR HEAD JOINTS. CONT STEEL MEMBER (4)1/2"DIA L5x5x5/i6x0'-8" 1/8 1 1/2 -.•.• " " ANGLE TO REF ROOF x "HSA 118 1 1/2 JOIST FRAMING PLAN 1 " ' - ` EMBED DIMENSIONS NOTED BAR 3/4 x2 zi-0 '/4 -IF APPLY TO INSIDE OR DRILL A 2 1/2"DIA HOLE AT 1'-4" CENTER ON SPLICE 3/16 (')REF SIDELAP FASTENER SCHEDULE OUTSIDE BLDG CORNERS. EACH STUD IN FACE SHELL 5 1/2" 47:�LURAL FOR TYPE OF SIDELAPS,CONNECTOR, CENTERED ON HEADED (Fy=50 KSI) PLATE 3/16NOTE: ENLARqND NUMBEROFCONNECTORS TO FIRST EMBED STUD ANCHOR;POSITION 3/8"x10`x0'-10"OFFSET ALL DETAILS AND SECTIONS APPLY CURB DETAIL REQUIRED BETWEEN SUPPORTS PLATE BEFORE GROUTING 1/2"CHAMFER TO RTUS/RCVS.REF ARCH FOR OVER JOISTS ENLARGED DETAIL SECTION A RTU/RCU PLACEMENT ON CURB. SECTION B ROOF DIAPHRAGM VERTICAL EMBED PLACEMENT SPLICE-VERTICAL LEG UP TYPICAL EMBED PLATE TYPE 1 ROOFTOP EQUIPMENT FRAMING SUPPORT PLAN CONNECTION DIAGRAM AND SCHEDULE WALL EMBED AND SPLICE DETAILS 6 NTs ,)CONNECTION (-,--,WALL CHECKED BY: CMP 1/2"GAP EXISTING PROVIDE VERT WALL DRAWN BY: DTR CMU WALL REINF IN FIRST TWO 8"NOM CELLS AT END OF WALL PROTO CYCLE: 05/30/25 EQ EQ CMU LINTEL SCHEDULE DOCUMENT DATE: 09/03/25 WIDTH DEPTH LINTEL LAP BARS (W) CLEAR SPAN (D) REINFORCEMENT AT BAR BOND BEAM AT TOP OF 8^ AT SCUPPER 8" (1)#6 POSITIONER WALL WITH(1)#5 CONT END OF WALL AT EXISTING THROUGH CONTROL JOINTS 8^ UP TO T-4" T-4" (1)#6 BOT BOND BEAM REINFORCING SHALL BE 8" UP TO 3'4'IN 12"CMU V-4" (2)#6 BOT CONTINUOUS THROUGH CONTROL JOINTS INFILL 4 SIDES SECTION A AT FLOOR,ROOF,AND TOP OF WALL ONLY 1/4 4 SIDES 14 1/4 4 SIDES REF FOUNDATION AND ROOF FRAMING PLAN O OPENING WIDTH O COLUMN FOR LOCATION OF CONTROL JOINTS.PROVIDE r COLUMN COLUMN VERT WALL REINF IN FIRST CELL EACH SIDE OF REF ARCH 5 ti REF ROOF FRAMING PLAN CONTROL JOINT AND AT CORNER.SIZE BARS w U A E OBONDBEAM EL TO MATCH VERT WALL REINF SCHEDULED Q ❑\ - BOND BEAM WITH(1)#5 CONTNOTE: w ? I I THROUGH CONTROL JOINTS.FULLY apz _ w WALL AT REINF; LOCATE STEP BOND BEAMS AND GROUT i6"ABOVE AND 8"BELOW 712WALL REINF;LOCATE LAP PER SCHEDULE. - B _ REINF CL OF WALL,UNO BOND BEAM WHERE OCCURS OH � n � - 1 PROVIDE VERT WALL REINF IN CORNER CELL B (NOMINAL) (NOMINAL) (NOMINAL) C. BOND BEAM AT 48"OC AND FIRST CELL EACH SIDE OF CORNER 1 WAsry .I, SECTION A-LINTEL y - - VERTICALLY WITH 1 #5 l T() I CONT DISCONTINUE AT �y - - 8 9 6 CONTROL JOINTS NOTE: SCUPPER AND WALL OPENINGS 6" HOLD TOP OF EACH GROUT POUR 2" WHERE CONTROL JOINT DOES NOT OCCUR AT CORNER: 1 1/2" 7D1nua. DOWN BELOW TOP OF BLOCK TO 1. PROVIDE ADDITIONAL#5 x 4'-0"CORNER BARS AT SIZE BARS TO MATCH VERT 'A W W PROVIDE KEY FOR NEXT POUR,TYP EACH BOND BEAM.LAP REINF AS SHOWN. CMU WALL REINF.PROVIDE ' 'a W 2. PROVIDE VERT WALL REINF IN THE CORNER CELL. 2 BARS EACH CELL FOR BAR AT CL REF SPECIFICATION SECTION O OPENING WIDTH O . F'. LENGTH REQUIRED,TYP 9/Z4/25 FACE OF FACE OF Op 04200 FOR REQUIRED CORNER WALL WALL w F GROUTING PROCEDURES REF ARCH 5 M GROUT ALL REINFORCED BASEPLATE TYPE 3 BASEPLATE TYPE 2 BASEPLATE TYPE 1 p 8"CMU OR 12" CELLS AND CONTINUE REINF ❑ w CONCRETE MASONRY UNITS CMU INFILL TO FULL HEIGHT OF WALL,TYP NO SCALE NO SCALE NO SCALE w WITH A NET AREA COMPRESSIVE U a STRENGTH OF 2000 PSI NOTE: O S DO NOT PLACE CONTROL JOINTS IN LINE W ITH SECTION B-JAMB z0 ❑ g a BAR POSITIONER AT 8"MAX BEAM OR JOIST BEARING LOCATIONS,UNO. q ABOVE TOP OF GROUT POUR,TYP 1 NOTES: U w TO FOOTING NOTES: w w APROVIDE VERT WALL REINF IN FIRST CELL 1.SPLICES IN VERT REINF,REF CMU WALL REINF DIAGRAM. w OR PEDESTAL 1.THICKNESS"T"=3/4". EACH SIDE OF CONTROL JOINT SIZE BARS A 4 2.BOND BEAM,REF CMU WALL REINF DIAGRAM. O < 2.ANCHOR BOLTS W ITH FORGED TO MATCH VERT WALL REINF SCHEDULED 6 3.EXTEND GROUTED LINTEL A MINIMUM OF 2'-0"OR 40 db(WHICHEVER wa HEADS MEETING THE REQUIREMENTS ------ IS GREATER)BEYOND FACE OF OPENING EACH SIDE(EXTEND BARS OF ASTM A307 MAY BE SUBSTITUTED NOTE: r THROUGH CONTOL JOINTS OR AROUND CORNERS AS REQUIRED). FOR 3/4"DIA ANCHOR BOLTS. CMU AND GROUT SHALL BE 4.USE LINTEL BLOCKS ONLY FOR BOTTOM COURSE OF LINTEL BEAMS 3/4"DIA,REF DETAILS x r BOND BEAM WITH CONT THROUGH DISCONTINUOUS AT CONTROL JOINTS w p OVEROPENINGS,UNO. z COLUMN BASE PLATE DOWN TO TOP OF FOOTING OR CONC m w B B 7 5.CONTINUE VERT WALL REINF OVER OPENING.ANCHOR VERT REINF w CONTROL JOINTS.FULLY GROUTED STEM WALL.BOND BEAMS SHALL BE O < OH INTO LINTEL BEAM WITH STANDARD ACI 90^HOOK. NORMAL WEIGHT CMU BELOW GRADE z GENERAL p HEADED BOLTS MAY T T DISCONTINUOUS AT CONTROL JOINTS z w 6.ALL VERT BARS AT OPENING JAMBS TO BE FULL HEIGHT. w BE SUBSTITUTED UNO SOLID GROUT ALL MUST COURSE WITH FINISHED FLOOR EXCEPT AT ROOF AND FLOOR LEVELS w m SCHEDULES m ' a 7.WHERE HORIZONTAL REINF IS TERMINATED BY OPENING OR CELLS BELOW GRADE AND TOP OF WALLS.REF FDN AND ROOF O CONTROL JOINT PROVIDE STANDARD ACI HOOK WITH VERT WALL w VERT CONTROL JOINTS SHALL FRAMING PLANS FOR CONTROL JOINT 2 9 REINF IN THE END CELL. AND TERMINATE AT TOP OF FTG TACK HEAD LOCATIONS.DO NOT LOCATE CONTROL 8.CONTINUE VERT WALL REINF BELOW OPENING.ANCHOR WITH 1/8 OR DAMAGE GROUT MAYBE BEVELED OR FORMED BUT JOINT WITHIN 2'-0"OF OPENINGS,UNO. 8 STANDARD ACI 90°HOOK INTO CONTINUOUS FOOTING.AT DIAGRAMS THREADS SHALL EXTEND A MIN OF"T'BEYOND FACE CONTROL JOINT REFREF SLA L OPENINGS ABOVE FF EL,ANCHOR VERT REINF INTO BOND BEAM OF BASE PLATE."T"=1 1/2"FOR ANCHOR FF EL BELOW OPENING WITH STANDARD ACI 90°HOOK. BOLT DIA UP TO 1"AND 2 1/2"FOR ANCHOR 9.PROVIDE(1)#5 AT BOTTOM OF ALL OPENINGS ABOVE FINISHED BOLT DIA 1 1/4"AND GREATER. ---- REF S2 FOR FOUNDATION AND S3 FOR FLOOR.EXTEND A MINIMUM OF 2'-1"BEYOND FACE OF OPENING FRAMING INFORMATION NOT SHOWN. REF FDN PLAN EACH SIDE FOR STRAIGHT REINFORCEMENT AND 1'4"FOR HOOKED ANCHOR BOLT DIAGRAM GROUT PLACEMENT REINFORCEMENT WITH STANDARD ACI HOOK.(EXTEND BAR TOF NO SCALE NO SCALE THROUGH CONTROL JOINTS OR AROUND CORNERS AS REQUIRED) BASEPLATE AND ANCHOR BOLT DIAGRAM nCMU WALL REINFORCING DIAGRAM ATYPICAL MASONRY WALL OPENING DIAGRAM AND SCHEDULE SHEET: NTS L 3/4"=V-0" S4 a ARCHITER OF RECORD: ERR ARCHITECTURE,INC LU F° GF wg�QWY Ko 3togn w l"o o 0 iw3 o$°000€ao'a'a QZD n°�w-a-zi °xg a 80'—HUH o`Q'F! $`°oq N - Z j ^ O y 00 N 0 0 C0 E z zoo C, �N a Z ( V W Z m Z Z�LU 0 JQ01 �NQ) Qo w Z 0 ISSUE BLOCK i 1 CAP PL 1/4"x3"DIA WITH SEAL CHECKED BY: CMP � WELD EA END OF PIPE ADDITIONAL VERTICAL DRAWN BY: DTR REINFORCED CELL EACH SIDE OF HOIST ARM PROTO CYCLE: 05/30/25 ATTACHMENT;SIZE BARS TO 114 MATCH VERT WALL REINF DOCUMENT DATE: 09/03/25 1/4 CL x PIPE 3 K HOISTARM, LL REF 2-S5 w O 1 5/16" HSS11/2x11/2x3/16 uJ CL HSS2xLA325N ,r'. N HSS �___ TYP il4 REF ARCH o FULLY GROUT CELLS NOTE: REF ARCH FULL HEIGHT AT HOIST REF ARCH FOR TOM R SECTION A ARM ATTACHMENT RAILING ELEVATIONS SECTION B 1/2"DIBOLT AND DIMENSIONS. 1 3/16 4SIDES TYPE U SECTION B REF FRAMING PLAN a TO BOND BEAM EL �y'-Ty�'HEC(y TYP 3116 4'-8" 21/2" 2'-0" 41/2" 2'-311/16" A CL 2 1/4" - U TYP - - - - N HSS 2 1/4" 8 FABRICATOR SHALL O 4 7/16"x3"DIA STL PULLEY �_ REF ARCH PROVIDE SIGN ATTACHED -—-—- w TOM EL PL 3/8"x4"x0'-01/2" 7 1/4' TO HOIST ARM STATING ul " STRIP TOP OF � fn � EA SIDE OF PULLEY I "MAX LOAD LIMIT 2501 BS" 7/8"DIA ROD x 2'-0" \ SECTION A HSS 5/8"x1 1/4" 1/2"BENT CENTERED ON PLATE 9/24/25 HSS2x2x3/16 1/2"DIA A325X BOLT TYP UNO WITH DOUBLE NUT �I ROD-EA SIDE�I WELD CHAIN TO HSS RAIN CAP,REF DETAIL REF FRAMING PLAN CHAIN PIPE 3 STD x 17-8 REF,-S3 FOR -—- - i 1/4 ITEMS SHOWN TO BOND BEAM EL TYP 3116 1/4 BUT NOT NOTED. _____ ________ ___ o 1 GUSSET PL 4 ----------____________________\__\_____ HS521/2x21/2x1/4 3/8"x3"x0'-3",TYP --' - PL 314"z141/2"x1'-21/2',TYP STRIP BOTTOM Y 3116 OF HSS 2"x2" 3/16 HSS2 1/2x2 1/2x1/4 CAP PL 1/4"x4"DIA 3/4"DIA A325N TYP WITH SEAL WELD 1/4 BOLTS,TYP _ NOTE: 1/8 ? A REF 1-53 FOR ITEMS SHOWN PL 3/8"x4"CENTERED ON HSS o LL '4 BUT NOT NOTED. 1" 2" 2" HSS21/2.21/2z,/4 - - - - - - - -Ij a w DIA HOLE —_ j FRAMING TYP 3/16 _ 3/4"DIAz1'-0"A307 1/4 GRIND ALL SHARP ul _ THREADED ROD,TYP CORNERS AND BURRS PIPE 3 1/2 STD PL 3/8x9",TYP DETAILS N in � PL 1l8"z3"x0'-4" ` � Hi— 1l4"GREASE ZERK TYP OF 2 1 1/2" 1 1 3 1/2" 3 1/2"/2" I 1'-21/2" -— ` 3/4"DIA x 1'4"A307 PL 3/4"x3"x0'-8",TYP WELD CHAIN TO THREADED ROD,TYP PIPE 1 1/2 STD > CL CORNER OF RAIN 3/4"DIA A325N REF CAP AND HSS PIPE BOLTS,TYP HSS2x2x3/16,TYP RAIN CAP DETAIL PL3/8"x8"x0'-9",TYP ARCH R� GUSSET PL 3/8"x3"x0'-3",TYP 1/4 9n JIB CRANE RAILING ATTACHMENT �RANE HOIST ARMHOIST ARM JIB CRANE HOIST ARM ATTACHMENT SHEET: a CONDENSING UNIT,REF AR OF RECORD: REFRIGERATION \ \ 'I\\\ BRR ARCHITECTURE INC FIELD ADJUSTABLE o. ,u n"ocM1 cRxTxs sszoa UO CAPPED CURB PER '''������\\\ EXISTING NOTE: CURB SUPPLIER I\\ NOTE: SKYLIGHT TO REF 9-S6 FOR INFORMATION \ ATTACH UNIT TO UNISTRUT REMAIN,TYP �� rAx 9.x xsx soaa SHOWN BUT NOT NOTED. ATTACH CURB TO WITH STAINLESS STEEL BOLTS. ❑—- �J f CHANNELWITH REF UNIT SUPPLIER FOR BOLT rn #12 TEK SCREWS AT QUANTITY,SIZE AND LAYOUT. O -- 12"OC,TYP 2 SIDES O C/ REF MECH FOR EXHAUST FAN; C6x8.2 CONT INSTALLED =o�_j vREF 4S6 FOR SUPPORT _ OVER EXISTING ROi ------- ----- C6x8.2 CONT z o¢ FRAMING AT EXHAUST FAN; INSTALLED OVER F w N FRAMING NOT REQUIRED FOR EXISTING JOIST EXISTING ROOF DECK X ¢a OPENINGS LESS THAN 10"x10" GIRDER,TYP EXISTING ROOF EXISTING ROOF 1/8 1 CHANNELTO w DECK TO REMAIN DECK TO REMAIN JST THROUGH CL w JOIST REINFORCING SCHEDULE ^ ,/8 1 DECK,TYP 10 UNIT N S HF a 3z ---------------- JOISTREINF EXIST JOIST rn K t� - rg5 �x CHORD REINF WEB REINF "A" "B" "C" "D" "E" "F" GRID X GRID Y NOTES r > MARK TYPE y ULL — Q FN '"wow°u O�C1 EXISTING RTU � 3t°5'�aNayom JR1 30K - (2)L2x2x3/16 -- - -- -- 49'-8" 6'-0" 1 2 1-11 p *w z 9 NEW CONDENSING p fly JR2 30K - (2)L2x2x3/16 -- -- -- 6'-0" 54'-0" - 4 5 1-11 EXISTING JOIST z �ja TO REMAIN gg CU-1 UNIT ON CAPPED CURB, z ,no ��wa°oGop$ JOIST REINFORCEMENT NOTES TO REMAIN ¢LL y TYP k00 LBS — REF ARCH 8 MECH p 28a fg, €� o W 5 3Q�a�°�o° HN EXISTING EXHAUST O oo.1m o�G„H orc3 1. EXISTING STEEL JOISTS AND JOIST GIRDERS ARE ASSUMED TO BE IN GOOD CONDITION AND IN COMPLIANCE WITH THE STEEL JOIST INSTITUTE EXISTING JOIST FAN TO REMAIN IL w :l u�a 0 SPECIFICATIONS. TO REMAIN,TYP2 'e`-�' 2. PRIOR TO STARTING ANY WORK OR ADDING ANY ADDITIONAL LOADS TO THE ROOF STRUCTURE,CONTACTOR SHALL VISUALLY OBSERVE JOISTS AND JOIST IN N GIRDERS FOR SIGNS OF DAMAGE OR DISTRESS,INCLUDING BUT NOT LIMITED TO,BENT WEB AND/OR CHORD MEMBERS,CRACKED WELDS,MISSING WELDS, ETC.ANY DAMAGE TO EXISTING JOISTS OR JOIST GIRDERS SHALL BE REPORTED TO THE FOR PRIOR TO REINFORCING OR ADDING LOAD TO THE ROOF REF 4-S6 FOR SUPPORT FRAMING AT PIPE PENETRATION;FRAMING STRUCTURE. NOT REQUIRED FOR OPENINGS LESS THAN 10"x10";FIELD VERIFY ` 3. NO WORK SHALL BE PERFORMED ON ANY EXISTING JOIST AND/OR JOIST GIRDER IDENTIFIED BY THE GENERAL CONTRACTOR TO BE DAMAGED OR DISTRESSES /'► LOCATION ONCE CONDENSING UNIT HAS BEEN INSTALLED q W =s UNTIL SUCH TIME AS THE FOR HAS PROVIDED WRITTEN INSTRUCTION TO DO SO. CONDENSING UNIT CONDENSING UNIT 4. ALL PAINT AND DEBRIS SHALL BE CLEANED FROM JOIST BEFORE WELDING REINFORCEMENT. 5. JO ELERECONFIGU SHALL FIE REINFOR HOWNFORCI ETO FIT FRENCE ROM SIELDVERIFYTOCK NGTHS.TUAL CONFIGURATION AND WEB TYPE. ROOF CURB SUPPORT 9 ROOF CURB SUPPORT PARTIAL ROOF FRAMING PLAN 56WEB � ;o 1 O = = 7. IF EXISTING JOIST BRIDGING INTERFERES WITH INSTALLATION OF REINFORCING,REMOVE BRIDGING AND REPLACE IMMEDIATELY UPON COMPLETION OF 1,_0„ 3/4„ 1'_0" REINFORCING INSTALLATION.IF BRIDGING TABS FOR BOLTED BRIDGING INTERFERE WITH INSTALLATION OF REINFORCING,REMOVE TABS AND REPLACE z 4 IMMEDIATELY UPON COMPLETION OF REINFORCING INSTALLATION.NEW CONNECTIONS SHALL MATCH EXISTING. 8. REF 6-S6 FOR VERTICAL WEB REINFORCEMENT REQUIREMENTS. N _ 9. CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVAL AND REPLACEMENT OF EXISTING BUILDING ELEMENTS THAT PREVENT ACCESS TO INSTALL JOIST O a ^ REINFORCEMENT,INCLUDING BUT NOT LIMITED TO SUSPENDED CEILINGS,DUCTWORK,RTU PLENUMS,LARGE PIPING,ETC. U 10.PRIOR TO INSTALLATION OF JOIST REINFORCEMENT,CONTRACTOR SHALL REMOVE ALL LIVE LOADS FROM JOISTS TO BE REINFORCED.THIS INCLUDES BUT IS NOT LIMITED TO PONDED WATER,ICE,SNOW(REMOVE SNOW TO EXPOSE ROOF MATERIAL),STAGED CONSTRUCTION MATERIALS/EQUIPMENT,ETC. 11.ALL JOIST REINFORCEMENT SHALL BE INSTALLED AND INSPECTED BEFORE APPLYING NEW LOADS.IE:RTU'S,BULKHEADS,FANS,OR OTHER ROOF SUPPORTED p ITEMS.REF 5-S6 AND 6-S6 FOR ADDITIONAL REINFORCEMENT REQUIRED AT CONCENTRATED LOADS. y 3 SIDES 0 O M 5"MIN TOTAL 0 O PLATE TO C 1/8 LENGTH,EACH CA WEB REINF SEAT,T&B END OF WEB WEB REINF 1/8 2@8 REF SCHED REF SCHED 118 2@8 3"EACH END (NS-FS) 1/8 REINF PLATE TO ry _O WEB REINF 3/16"PLATE CUT TO FIT REF SECTION A FOR SEAT,TYP 1/8 TOP CHORD PANEL Z o p 77 REF SCHED NEAR SIDE AND FAR WEB REINFORCEMENT PLATE O r EXISTING EXISTING EXISTING DOUBLE SIDE(FIELD VERIFY SIZE) 3'OR GENERAL CONTRACTOR TO PROVIDE AND INSTALL FIELD STRUT Z I- 0 ROD WEB ANGLE WEB ANGLE WEB = (L2x2x3/i6)EACH SIDE OF JOIST AT ALL LOCATIONS WHERE � Z N a LOCATE WEB REINFORCEMENT r r WEB GREATER CONCENTRATED LOAD DOES NOT OCCUR WITHIN 3"OF A PANEL POINT. Uhl O-H- ROD WEB SINGLE ANGLE WEB DOUBLE ANGLE WEB ug a REINF,TYP INSTALL ANGLE WITH ONE END AT LOCATION OF LOAD AND OTHER END O J M tO ADJACENT TO EDGE OF END SEAT rn w �O o AT A PANEL POINT ON THE OPPOSITE CHORD,TYP.ANGLES SHALL BE CONCENTRATED ¢ ^ INSTALLED PRIOR TO NEW LOAD BEING APPLIED TO THE JOIST O SECTION A-WEB REINF SECTION B-END WEB REINF SECTION C-ENDSEAT REINF LOAD,REF NOTE Ld Z X Y Z_ZJ m J`�- ALL DIAGONAL WEB MEMBERS INSIDE OR E ALL DIAGONAL WEB MEMBERS INSIDE OR CONCENTRATED NOTE: JOIST TOP O Z Q) NO WEB REINF REQ'D IN THIS AREA CHORD �Un� PARTIALLY INSIDE DIMENSION SHALL BE REINFORCED PARTIALLY INSIDE DIMENSION SHALL BE REINFORCED I LOAD VERTICAL WEB REINF IS ONLY B 3 SIDES g CHORD P 3'OR LESS HAS VERTICAL WEB MEMBERS. o 3" IF EXISTING JOIST MIN TOTAL OH JOIST LENGTH,EACH 1/8 EXISTING ROOF n BOTTOM v Tl%, /I END OF WEB DECK,TYP REINF CHORD z m - -- - - - CONCENTRATED - J 1/1/8 1 1TYP EACH LOAD,REF NOTE END EACH 8 ANGLE 3"OR ISSUE BLOCK P P. GREATER BOTTOM CHORD PANEL JOIST BOTTOM PROVIDE AND INSTALL VERTICAL WEB NOTE: CHORD REINFORCEMENT PER SECTION A OF PROVIDE JOIST REINF IN ACCORDANCE WITH THIS DETAIL FOR ALL CONCENTRATED LOADS IN EXCESS OF REF SECTION B FOR DETAIL 5-S6 AT ANY LOCATIONS WHERE WEB REINF AT END BEVEL ANGLE REF SECTION A,DETAIL 7-56 A NEW CONCENTRATED LOAD OCCURS 100 LBS.WHERE MORE THAN ONE CONCENTRATED LOAD EXISTS WITHIN A CHORD PANEL AND THE SUM DIAGONAL,TYP ENDS AS SHOWN EXISTING JOIST FOR JOIST DIAGONAL WEB / OF THOSE LOADS EXCEEDS 100 LBS,PROVIDE JOIST REINFORCEMENT AS DETAILED SUCH THAT THE SUM REF SECTION A FOR REF SECTION A WITHIN 3"OF THE VERTICAL WEB WEB REINF,TYP FOR WEB REINF,TYP REINFORCEMENT,TYP— OF THE LOADS WITHIN THE REMAINING UNSUPPORTED CHORD LENGTH DOES NOT EXCEED 100 LBS. JOIST DIAGONAL WEB REINFORCEMENT JOIST VERTICAL WEB REINFORCING AT SKID JOIST REINFORCING AT CONCENTRATED LOAD � 3/4•=1,A„ V 3l4'•=1,_0,. a� 3/4"=1,_0„ ATTACH CURB TO NOTE: DECKING WITH#12 REF REFRIGERATION FOR NON-STRUCTURAL TEK SCREWS AT 6"OC NON-STRUCTURAL EXACT LOCATION OF ROOF ROOF CURB ROOF CURB PENETRATION AND MECH ATTACH METAL DECK CHECKED BY: CMP TEK SCREWS FOR EXACT LOC TEK SCREWS AT ATION OF ATTACH CURB TO EXHAUST FAN. TO 6"OC DECKING WITH#12 EXISTING ATTACH METAL DECK IN 6"OC DRAWN BY: DTR A ROOF DECK TO ANGLE WITH EXISTING PROTO CYCLE: 05/30/25 TEK SCREWS AT 6"6"OC ROOF DECK 55'-8" 60'-0" CL OF - - ------ ------ (FIELD VERIFY) EXISTING (FIELD VERIFY) DOCUMENTDATE: 09/03/25 EXISTINGREFRIG RACK JOIST ----- TO REMAIN o w B LL w J EXISTING JOIST U -----i w TOP CHORD 0 tLL L3x3x3/16 3116 L3x3x3/16 CL OF EXISTING CL OF JOIST 3/16 F a JOIST FIELD� 3116 EXISTING AHU ¢ 3116 1/8 1 TYP TO REMAIN LL VERIFY 1/8 1 O w PLAN VIEW SECTION A SECTION B z 9 NEW REFRIGERATION w SKID ON CAPPED CURB, REINFORCE rn LL SUPPORT FRAMING AT PIPE PENETRATION AND EXHAUST FAN H REF ARCH&REFRIG 0 SKID MTQ JOISTS PER 7-B6 w (2800 LBS) JR2 •} EXISTING p 1.6 REFRIG RACK LOCATE CL OF SUPPORT TYP O TO REMAIN CHANNEL 3"MAX FROM 2 z CL OF JOIST GIRDER S6 JR2 EXISTING EXISTING PUMP 3 FASTEN EA SIDE OF SKID CMU WALL SKID TO REMAIN r S6 TO EA CURB SUPPORT RAIL > _--- O w WITH 518"DIA A304 BOLTS � o �mnua. CAPPED CURB EXISTING JOIST EXISTING JOIST REF 4-S6 FOR SUPPORT FRAMING AT z w �T SUPPORT RAIL w GIRDER,TYP GIRDER,TYP PIPE PENETRATION;FRAMING NOT \ REFRIGERATION REF 4S6 FOR SUPPORT FRAMING AT REQUIRED FOR OPENINGS LESS w CAPPED CURB BY EQUIP,REF PIPE PENETRATION;FRAMING NOT THAN 10"x10";FIELD VERIFY CURB SUPPLIER REFRIGERATION REQUIRED FOR OPENINGS LESS LOCATION ONCE CONDENSING UNIT 9/24/25 \\y ATTACH CURB TO EXISTING HAS BEEN INSTALLED(TYP 2 PLACES) NOTE: \\\lI THAN 10"x10";FIELD VERIFY REF 2-S6 FOR INFORMATION CHANNEL WITH SKYLIGHT TO LOCATION ONCE CONDENSING UNIT REMAIN,TYP SHOWN BUT NOT NOTED. #12 TEK SCREWS AT -- HAS BEEN INSTALLED(TYP 2 PLACES) �7 12"OC,TYP 2 SIDES EXISTING C6x8.2 CONT REINFORCE REFRIG RACK EXISTING ----- -------- INSTALLED OVER JOISTS PER 7-S6 SKID MTB TO REMAIN CONDENSER C6x8.2 CONT EXISTING ROOF DECK (2800 LBS 11) - TO REMAIN INSTALLED OVER 6 TYP EXISTING ROOF 118 1 CHANNEL TO JR1 EXISTING ROOF DECK DECK TO REMAIN 1/8 1 JST THROUGH !TYPI M LOCATE CL OF SUPPORTEXISTING ROOF DECK,TYP * z CHANNEL V MAX FRO DECK TO REMAIN z CL OF JOIST GIRDER O JR1 NEW REFRIGERATION _ y � SKIDONH&REFRIG 3 REFRIG UNIT PROVIDE FIELD \, PROVIDE FIELD STRUT PER O REF ARCH&REFRIG S6 - — p STRUT PER 5-S6 V� 5-S6 AND 6-S6 AS REQD p o PLAN AND AND6-S6ASREDD F w DETAILS S2 EXISTING JOIST i G'� D O TO REMAIN,TYP EXISTING EX7771 ISTING PUMP CONDENSER EXISTING JOIST SKID TO REMAIN TO REMAIN TO REMAIN REFRIG UNIT REFRIG UNIT g ROOF CURB SUPPORT ROOF CURB SUPPORT PARTIAL ROOF FRAMING PLAN SHEET: Cy/'�� V V a OWNER FURNISHED SPRINKLERS AND ACCESSORIES CONTRACTOR PROVIDED SPRINKLER SCHEDULE SYMBOL LEGEND CEILING LEVEL SMOKE FIRE SPRINKLER PIPING AND GENERAL NOTES DETECTION SYSTEM DEMOLITION NOTES K SPARE ESCH ESCH ESCH K SYMBOL DESCRIPTION 1. UNLESS INDICATED OTHERWISE,DISCONNECT AND 1. THE DESIGN SHOWN ON THESE CONTRACT SYM SIZE MFR MAKE S.I.N. FINISH STYLE TEMP FACTOR QTY QTY STYLE FINISH QTY SYM SIZE MFR MAKE S.I.N. FINISH STYLE TEMP FACTOR QTY CONTRACTOR IS REQUIRED TO OBTAIN THE SERVICES REMOVE ALL EXISTING FIRE PROTECTION DOCUMENTS HAS BEEN PREPARED FOR APPROVAL OF AN APPROVED ASPIRATION(AIR SAMPLING)SMOKE COMPONENTS NOT INTENDED TO BE REUSED. BY THE AUTHORITY HAVING JURISDICTION AND TO ARCHITECT OF RECORD: ® 3/4" NCO K17-231 TY7158 BRASS UPRIGHT 155 16.8 42 XXX - - --- y 1/2" NCO TY-FRB TY3231 WHITE RECESSED 155 5.6 23 Q HYDRAULIC REFERENCE NODE POINT DETECTION VENDOR ONCE AWARDED WITH PROJECT PROVIDE GUIDANCE FOR BIDDING.SUBMIT R STYLE 10 (REFERENCE SPECIFICATIONS).CONTRACTOR IS 2 EXISTING FIRE PROTECTION SYSTEMS AND COMPLETE FIRE SPRINKLER SHOP DRAWINGS AS ERR ARC-avenue'INC FLUSH DRY 1- CAP RESPONSIBLE FOR OBTAINING DESIGN,PERMITS, REQUIRED BY CONTRACT DOCUMENTS TO THE SUBSTITUTIONS WILL NOT BE PERMITTED.REFERENCE SPECIFICATIONS APPENDIX B FOR ADDITIONAL INFORMATION. 1" NCO DS-2 TY5255 CHROME 286 11.2 14 EQUIPMENT WHERE REQUIRED. 8131I NUFpx.,ElUl a PENDENT PROCUREMENT AND INSTALLATION OF ASPIRATION 3. NOTE CAREFULLY THAT THE FIRE PROTECTION OWNERS DESIGNATED REVIEWERS.BASE 11 WHERE SPRINKLERS ARE INSTALLED BELOW OBSTRUCTIONS(REFRIGERATION PIPING,RTUs,CABLE TRAYS,ETC.)THESE SPRINKLERS SHALL WHERE SPRINKLERS ARE CALLED OUT TO"MATCH EXISTING",THE CONTRACTOR SHALL PROVIDE ]- PLUG SMOKE DETECTION SYSTEM(S).ALL ALARM DRAWINGS ARE INTENDED TO INDICATE,ONLY SPRINKLER DESIGN UPON THESE DRAWINGS AND .......n....�n.rom BE REPLACED WITH SPRINKLERS MATCHING THE NEW SPRINKLERS BEING INSTALLED AT THE ROOF DECK LEVEL. SPRINKLERS MANUFACTURED BY NCO,WHICH ARE EQUIVALENT TO THE EXISTING TO REMAIN COMPONENTS MUST BE COORDINATED WITH ALARM DIAGRAMMATICALLY,THE EXTENT AND THE GENERAL AS REQUIRED BY THE SPECIFICATIONS.SHOP - - SPRINKLERS.SUBSTITUTIONS WILL NOT BE PERMITTED.DEMO SPRINKLER QTYS ARE APPROXIMATE. CENTRAL.ASPIRATION SMOKE DETECTION SYSTEM CHARACTER AND LOCATIONS OF THE WORK DRAWINGS MUST INCLUDE ELEVATIONS,HANGER Eax.s.x-xsx-vooa *INTERMEDIATE TEMPERATURE SPRINKLERS TO BE FURNISHED BY OWNER.COORDINATE SPRINKLERS ADJACENT TO HEAT PRODUCING DEMO OTYS DO NOT INCLUDE COUNTS FOR SPRINKLERS SHOWN AS BEING REPLACED. O RISER NIPPLE/DROP NIPPLE MUST BE INSTALLED ABOVE ANY AUTOMATIC STORAGE INCLUDED.PROVIDE ALL WORK OBVIOUSLY LOCATIONS,PIPE LENGTHS,DIMENSIONS, EQUIPMENT(FOR EXAMPLE,UNIT HEATERS)IN ACCORDANCE WITH NFPA 13.CONTRACTOR TO SUBMIT AN RFI TO ORDER OWNER-FURNISHED RETRIEVAL SYSTEM RACKING.NON-ASPIRATION SYSTEM INTENDED,BUT HAVING MINOR DETAILS OMITTED OR FABRICATIONS METHODS,MATERIAL DATA,AND SPRINKLERS AS NEEDED. TYCO TY7158 SPRINKLERS ARE NOT COMMERCIALLY AVAILABLE.CONTRACTOR TO PURCHASE,AND m ® SPRINKLER RISER DRY RISER SMOKE DETECTION DESIGNS WILL BE PRODUCED BY NOT SHOWN.COMPLETE AS REQUIRED TO ADDITIONAL INFORMATION NECESSARY TO CLARIFY ALARM CENTRAL.CONTRACTOR IS RESPONSIBLE FOR PERFORM THE FUNCTIONS INTENDED.FOLLOW THE THE INTENT OF INSTALLATION.CONTRACTOR SHALL INSTALL,NCO TY7158 SPRINKLERS FROM HAINES,JONES,CADBURY(HJC)[1-500-459-7099]. COORDINATING WITH ALARM CENTRAL TO ENSURE DRY CONTRACT DOCUMENTS FOR BUILDING DETAILS AND PROVIDE PIPE SIZE,SPRINKLER SPACING,AND *'HIGH TEMPERATURE SPRINKLERS TO BE FURNISHED BY OWNER.COORDINATE SPRINKLERS ADJACENT TO HEAT PRODUCING EQUIPMENT HOSE VALVE SYSTEM CONFIGURATION AS SHOWN.ALTERNATE (FOR EXAMPLE,UNIT HEATERS)IN ACCORDANCE WITH NFPA 13.CONTRACTOR TO SUBMIT AN RFI TO ORDER OWNER-FURNISHED SPRINKLERS CONTACTS IN THE EXISTING FIRE ALARM CONTROL FIT THE WORK OF THE FIRE PROTECTION DRAWINGS MATERIALS MUST BE SENT TO THE FIRE PANEL ARE AVAILABLE FOR THE ASPIRATION SMOKE AND SPECIFICATIONS THERETO. AS NEEDED. INSPECTOR'S TEST/AUXILIARY DRAIN DETECTION SYSTEM TO CONNECT TO. 4. REMOVE ALL DEMOLITION MATERIALS AND DEBRIS PROTECTION ENGINEER OF RECORD OR VIA THE RFI THE OWNER WILL FURNISH ONE(1 QTY)SPRINKLER WRENCH(TYPE 38)FOR INSTALLATION PURPOSES FOR THE TY7258 WHEN INSTALLING TO AN APPROVED DUMPING SITE AND CLEAN ALL PROCESS AND MUST BE APPROVED IN RECORD rc�o F o FIRE PROTECTION WORK PRIOR THE PROJECT DOCUMENTS PRIOR TO BID. w WITH STYLE 30 ESCUTCHEONS.THE CONTRACTOR IS REQUIRED TO LEAVE THE OWNER FURNISHED SPRINKLER WRENCH INSIDE THE SPARE 5--�°--� FIRE DEPARTMENT CONNECTION GENERAL UNDERGROUND 2. THE SPRINKLER CONTRACTOR SHALL BE HEAD CABINET AFTER INSTALLATION HAS BEEN COMPLETED. COMPLETION. w 'mow Fpw dw3� 5. PERFORM ALL WORK ACCORDING TO THE PROJECT RESPONSIBLE FOR PREPARING THE SHOP NOTES DRAWINGS,HYDRAULIC CALCULATIONS AND x y LL xk LL'o 0 0 o w$ PHASING SCHEDULE INFORMATION FOR THIS < 30 THE OWNER WILL FURNISH ONE(1 CONTRACTOR SPRINKLER WRENCH(TYPE 8)FOR INSTALLATION PURPOSES FOR THE WRENCH WHEN INSTALLING WITH NEW CONNECTION j oQow w €a> APPROVAL(BY THE ENGINEER OF RECORD AND AHJ) O STYLE 65/401 ESCUTCHEONS.THE CONTRACTOR IS REQUIRED TO LEAVE THE OWNER FURNISHED SPRINKLER WRENCH INSIDE THE SPARE PROJECT.PROVIDE ALL NECESSARY FIRE LL ° PROTECTION WORK,TEMPORARY AND/OR AS WELL AS INSTALLATION. Z €wroz HEAD CABINET AFTER INSTALLATION HAS BEEN COMPLETED. 1. ALL UNDERGROUND IS SHOWN FOR HYDRAULIC �" W y W °y_ NEW SPRINKLER PIPE OTHERWISE,AND USE WHATEVER MEANS 3. THE SPRINKLER CONTRACTOR MUST FIRST SUBMIT O �.a REFERENCE ONLY. ; 'a wuoH THE CONTRACTOR WILL BE RESPONSIBLE FOR ANY DAMAGE TO OWNER FURNISHED SPRINKLERS DURING INSTALLATION.TO REPLACE 2. SEE CIVIL DRAWINGS FOR EXACT LOCATIONS IF DOCUMENTS,AS OUTLINED IN THE PROJECT r w o i NECESSARY,TO CONFORM TO THE REQUIRED 3<'a EXISTING SPRINKLER PIPE CONSTRUCTION PHASING OF THE PROJECT. SPECIFICATIONS,TO THE FIRE PROTECTION g n DAMAGED SPRINKLERS CONTACT HAINES,JONES,CADBURY 1-800-459-7099. --- AVAILABLE. O oo�w=w �e 3 6. SPRINKLER SYSTEMS NOT ASSOCIATED WITH THE ENGINEER OF RECORD FOR APPROVAL.AFTER THE a pHS 3. NO NEW WORK UNLESS OTHERWISE NOTED. „W��w�oT '5py�3 DEMOLITION SHALL BE LEFT IN SERVICE. APPROVAL IS GIVEN,THE CONTRACTOR MUST 1.- -a$��u. <F THE OWNER WILL FURNISH ADDITIONAL SPRINKLERS FOR THE SPARES CABINET.INSTALL SPARE SPRINKLER QUANTITY INDICATED ON . CONTRACT DOCUMENTS PRIOR TO FIRE PROTECTION CONSULTANT SITE OBSERVATION. ------- DEMOLISHED SPRINKLER PIPE 7. THE CONTRACTOR SHALL PROPERLY NOTIFY THE SUBMIT TO THE AUTHORITY HAVING JURISDICTION LANDLORD.THE LESSOR AND THE ADJACENT FOR INSTALLATION PERMIT. PROVIDE ADDITIONAL SPRINKLERS AS REQUIRED AIR RELEASE VENT TENANTSAMINIMUM OF 48 HOURS IN ADVANCE 4. COMPONENTS,INCLUDING PIPING,ALARMS,PROTECTION PER NFPA 13 IN EXISTING SPRINKLER CABINET BEFORE PROCEEDING WITH THIS WORK.ALL WORK FOR ANY NEW SPRINKLERS INSTALLED. SHALL BE SCHEDULED IN ADVANCE. TEST POINTS,ETC.WITH ARCHITECTURAL, w STRUCTURAL,MECHANICAL,AND ELECTRICAL o ONE AIR VENT MUST BE INSTALLED ON ALL WET TYPE COMPONENTS.OBSTRUCTION TO SPRINKLER -" FIRE PROTECTION SYSTEMS INCLUDING SYSTEMS NOT DISCHARGE MUST BE CONSIDERED DURING SHOP .. Y'�'�" AFFECTED BY THE REMODEL SCOPE OF WORK.EACH V n SCOPE OF WORK DRAWING LSPRINKLERS AND O PIPE TABLE(WET) HYDROSTATIC TEST AIR VENT S To M AND REFER AT LY O THEM INS.THE ADDITIONAL COST TO OWNER. BE REQUIRED AT NO �+ ��n--1 OF THE SYSTEM AND PREFERABLY ON THE MAINS.THE ADDITIONAL COST TO OWNER.REFER TO i Y o rn ¢ r CONTRACTOR IS RESPONSIBLE FOR LOCATING THE �" NOMINAL INSIDE SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. z � i w� c� PRODUCT HIGHEST POINT OF EACH SYSTEM AND INSTALLING THE 1. THE EXISTING FIRE SPRINKLER SYSTEMS WILL BE ,h PIPE SIZE DIAMETER 5. SUBMIT A REQUEST FOR INFORMATION FOR ¢ c� AIR VENT IN AN ACCESSIBLE LOCATION.IF THE AIR MODIFIED AS INDICATED ON THE PROJECT BUILDING SPRINKLER SYSTEM(S)INVOLVED IN THIS SCOPE OF WORK SHALL BE HYDROSTATICALLY TESTED IN ACCORDANCE WITH QUESTIONS REGARDING THE FIRE PROTECTION 3 DYNA-F .203 NFPA 13.MOREOVER,THE FOLLOWING TWO(2)HYDROSTATIC TESTS SHALL BE PERFORMED BY THE CONTRACTOR: VENT IS TO BE INSTALLED ABOVE AN EXISTING CEILING CONTRACT DOCUMENTS. DOCUMENTS PER RFI PROCESS LOCATED IN THE 1. FIRST HYDROSTATIC TEST: THE CONTRACTOR MUST PROVIDE SIGNAGE,ONLY IF 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIRE PROTECTION SPECIFICATIONS. Z DYNA-FL .703 AIR VENT CANNOT BE LOCATED IN AN ACCESSIBLE PURCHASING AND INSTALLING MATCHING CEILING 6. THE FIRE PROTECTION ENGINEER OF RECORD 0 A. SHALL BE PERFORMED BY THE CONTRACTOR PRIOR TO START OF SPRINKLER SYSTEM SCOPE OF WORK("PRE-SCOPE TILES AND CEILING GRID TO REPLACE ANY CEILING r DYNA-F .314 HYDRO TEST");AND LOCATION,PER NFPA 13.REF 5-FP3 SHALL NOT BE RESPONSIBLE FOR THE TILES AND CEILING GRIDS THAT HAVE EMPTY HOLES B. SHALL BE CONDUCTED UTILIZING THE MAXIMUM EXPECTED SYSTEM WORKING PRESSURE.MAXIMUM EXPECTED CONTRACTOR'S FAILURE TO CARRY OUT THE DYNA-F .310 OR NEED TO BE REPLACED DUE TO SPRINKLER DYNA-THR 1.080 2. SECOND HSTEYDROSTATIC TEST:WORKING PLACARD FOR THIS SITE IS XXX PSI AS COORDINATED WITH THE LOCAL WATER DEPARTMENT. PLACARD INFORMATION SCOPE OF WORK.REFERENCE ARCHITECTURAL CONTRACT DOCUMENTS,MENTS,NOR SHALL THEYON WORK IN ACCORDANCE BE THE N SHEETS FOR CEILING TILES AND CEILING GRID A. SHALL BE PERFORMED BY THE CONTRACTOR AFTER COMPLETION OF CONTRACT SCOPE OF WORK("POST-SCOPE REQUIRED TO SUPERVISE THE CONDUCT OF THE DYNA-TH 1.408 SPECIFICATIONS. HYDRO TEST"). WORK,THE CONSTRUCTION PROCEDURES M 3. USE EACH EXISTING OUTLETS FOR ONE NEW ARM N B. SHALL COORDINATE WITH THE WALMART CONSTRUCTION MANAGER THOSE AREAS OF NEW WORK THAT CAN BE FOLLOWED BY THE CONTRACTOR DYNA-T 1.639 THE FOLLOWING INFORMATION MUST M SHOWN ON O O N ISOLATED AND TESTED AT 200 PSI OR MORE VERSUS THOSE AREAS OF NEW WORK THAT CANNOT BE ISOLATED. THE PLACARDS FOR EACH UL PERFORMANCE BASE OVER TO NEW SPRINKLER LOCATION UNLESS SUBCONTRACTORS,THEIR RESPECTIVE � DYNA-THR 2.104 C. SHALL COORDINATE TO CONDUCT TESTING AS EFFICIENTLY AS POSSIBLE WHILE MINIMIZING SYSTEM IMPAIRMENTS. DESIGNS.REFERENCE CONTRACT DOCUMENTS FOR HYDRAULICALLY CALCULATED.CONTRACTOR SHALL EMPLOYEES OR ANY OTHER PERSON AT THE JOB O O INSTALL V INCH MECHANICAL TEES IF ADDITIONAL ¢ SCHEDULE 10 1 1/4" 1.442 ADDITIONAL INFORMATION.PLACARDS THAT ARE SITE EMPLOYEES. OF THE ENGINEERING OUTLETS ARE REQUIRED.AFTER THE DEMOLITION IS THE CONTRACTOR SHALL NOT BE RESPONSIBLE FOR DAMAGE TO CONTENTS OR BUILDING OCCURRING DURING THE"PRE-SCOPE FIRM'S EMPLOYEES. _ SCHEDULE 10 1 1/2" 1.682 INSTALLED WITH INFORMATION WRITTEN WITH COMPLETE,THE NEW SPRINKLER SYSTEM SHALL 7. CONTRACTOR MUST REVIEW ALL CONSTRUCTION o HYDRO TEST"PROVIDED ALL COMMERCIALLY REASONABLE MEASURES NECESSARY OR PRUDENT TO PROTECT CONTENTS OR PERMANENT MARKER WILL NOT BE ACCEPTED. Z MEET ALL REQUIREMENTS OF NFPA 13. o SCHEDULE 10 2" 2.157 BUILDING COMPONENTS WERE FOLLOWED FOR APPROPRIATE TEST PROCESS.CONTRACTOR SHALL COMPLETE REPAIRS AND/ DOCUMENTS PRIOR TO BID.SHOULD F-o O OR REMEDIATION TO EXISTING SYSTEMS REQUIRED AS A RESULT OF DEFICIENCIES IDENTIFIED DURING PRE-SCOPE TESTING AS AN SYSTEM#:X AREA:X 4. CONTRACTOR SHALL PROVIDE NEW SPRINKLERS AS MODIFICATIONS TO THESE PLANS BECOME F- . r SCHEDULE 10 2 1/2" 2.635 ADDITIONAL SERVICE SPRINKLERS CALCULATED:X NECESSARY DUE TO PAINT,DAMAGE,ETC. NECESSARY TO PROPERLY COORDINATE THE Z CONTRACTOR SHALL COORDINATE. Z� a THECONTRACTOR HALL BE SOLELY RESPONSIBLE F R DAMA E T CONTENTS R BUILDING OCCURRING DURING THE"POST- SYSTEM WITH ALL OTHER TRADES IT WILL BE THE SCHEDULE 10 3" 3.260 S SOO G O CO S O U G CONTRACTOR G U G OS MIN DISCHARGE PRESSURE:X 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR J SCOPE HYDRO TEST'PROCEDURE ORIGINATING IN EXISTING OR NEW SYSTEM COMPONENTS.CONTRACTOR SHALL COMPLETE COMBINED HOSE ALLOWANCE:X CONTRACTOR'S RESPONSIBILITY TO OBTAIN DAMAGE TO ANY CONTENT OR BUILDING 4' REPAIRS AND/OR REMEDIATION TO EXISTING SYSTEMS REQUIRED AS A RESULT OF DEFICIENCIES IDENTIFIED DURING POST- APPROVAL OF THE CHANGES FROM BOTH THE ¢SCHEDULE 10 4.357 Q SYSTEM FLOW DEMAND A D AT(0):X COMPONENTS DUE TO CONTRACTOR NEGLIGENCE ' SCOPE TESTING AT NO ADDITIONAL COST TO WALMART. SYSTEM PRESSURE DEMAND AT(SRC/PO):X AUTHORITY HAVING JURISDICTION AND THE LLI SCHEDULE 10 6' 6.357 IN EXECUTION OF THE SCOPE OF WORK SHOWN IN OWNER'S DESIGNATED REVIEW CONSULTANT IN O WHEN CONDUCTING HYDROSTATIC TESTING ON EXISTING SYSTEMS AS REQUIRED BY NFPA 13,CONTRACTOR SHALL TAKE SUCH SYSTEM SAFETY FACTOR:X Z Z CONTRACT PRECAUTIONS NECESSARY TO ACTOR SHALL TAKE SCHEDULE 10 8" 8.249 ACTIONS AS MAY BE NECESSARY TO REDUCE POTENTIAL DAMAGE TO CONTENTS AND BUILDING DURING EXECUTION OF SCOPE OF INSTALLING CONTRACTOR:X ADDITION TO OBTAINING THE NECESSARY F WORK,INCLUDING BUT NOT LIMITED TO THE FOLLOWING: UL TEST SERIES NUMBER:X ALL PRECAUTIONS NECESSARY TO REDUCE Z to LU w POTENTIAL DAMAGE TO.,CONTENTS AND BUILDING APPROVALS,THE CONTRACTOR MUST MAKE NOTE SCHEDULE 10 10" 10.370 1. USE OF LOW CAPACITY PRESSURE PUMP TO INCREASE PRESSURE IN SYSTEM AT INCREMENTAL RATE TO LIMIT SURGES IN UL PERFORMANCE-BASED DESIGN OF ANY FIELD OR COORDINATION CHANGES ON THE 0 00 DURING EXECUTION OF OPE OF WORK.WHERE SCHEDULE 40 1" 1.049 SYSTEM;AND PROJECT:4788122552,NC27954 INSTALLATION DRAWINGS,AND THEN MUST J Z F- POTENTIAL FOR DAMAGE TO CONTENTS OR PROVIDE A SET OF AS-BUILT DRAWINGS ONCE N 2. PROVISION OF WORK STAFF DEDICATED TO MONITORING THE IMPACTED SYSTEM AREA DURING PRESSURE APPLICATION PROJECT:4789705078,NC27954 O I. SCHEDULE 40 1 1/4" 1.380 AND DURING HYDROSTATIC TEST FOR SIGNS OF SYSTEM COMPROMISE(MINIMUM 1 PERSON/20,000 SQ.FT.AREA);AND PROJECT:4790010262,NC27954 BUILDING COMPONENTS IS CONSIDERED LIKELY DUE COMPLETE. 3. MAINTAINING DEDICATED PERSON AT SYSTEM CONTROL VALVE IN CONSTANT COMMUNICATION WITH SYSTEM MONITORS PROJECT:4790596416,NC27954 TO EXISTING SYSTEM CONDITION OR 8, CONTRACTOR MUST VERIFY ALL DROP DOWN Q o SCHEDULE40 11/2^ 1.610 CONFIGURATIONS,CONTRACTOR SHALL DOCUMENT TO SHUT OFF TEST PUMP AND DRAIN SYSTEM IN EVENT OF SYSTEM FAILURE OR LEAK;AND LOCATIONS ATN EXTERIOR WALLS WITH THE p AND REVIEW CONCERNS WITH WALMART SCHEDULE 40 2" 2.067 4. PROVISION R READY SUPPLIES PRIOR TO START OF TESTING TO FACILITATE DAMAGE MINIMIZATION IN EVENT OF SYSTEM WATER SUPPLY CONSTRUCTION MANAGER PRIOR TO INITIATING PROJECT MANAGER PRIOR TO INSTALLATION. m FAILURE(TARPS/PLASTIC SHEETING,WET/DRY VACUUM ETC.);AND 9. ALL FIRE PROTECTION SYSTEM INSTALLATION MUST � PIPE SIZES SHOWN ARE FOR HYDRAULIC CALCULATIONS PURPOSES ONLY. 5. COVERING HIGH VALUE EQUIPMENT PRIOR TO TESTING;AND AFFECTED WORK. BE COORDINATED AROUND FRAMING MEMBERS, z REFER TO SPECIFICATIONS FOR ALLOWABLE SUBSTITUTIONS. 6. LIMITATION OF TESTING TO ONE SYSTEM AT A TIME;AND INFORMATION 6. THE CONTRACTOR SHALL REPAIR ANY LEAKS OR PROPERLY INSTALLED INSIDE THE BAR JOIST,AND m 7. TESTING OF SYSTEMS DURING OFF HOURS/OVERNIGHT. REPLACE ANY LEAKING COMPONENTS AFFECTED BY COMPLY WITH NFPA 13 REQUIREMENTS INCLUDING 0 STATIC: 47 PSI THIS SCOPE OF WORK AT NO ADDITIONAL COST TO PROTECTION UNDER OBSTRUCTIONS AS PART OF RESIDUAL: 42 PSI AT 984 GPM THE OWNER. FIELD COORDINATION AT NO ADDITIONAL COST TO 7. THE CONTRACTOR IS RESPONSIBLE FOR OWNER. INFORMATION DERIVED FROM A FLOW TEST PERFORMED MAINTAINING THE FIRE LANES DURING THE 10.ALL PIPING PASSING THROUGH CMU WALLS SHALL ISSUE BLOCK BY RYAN KEEFE(MARYSVILLE PUBLIC WORKS)DURING A SPRINKLER SYSTEM UPGRADE PROCESS.THE BE INSTALLED WITH ONE INCH CLEARANCE ON ALL SITE VISIT ON 09/02/2025.ADDITIONAL SAFETY FACTORS CONTRACTOR SHALL COORDINATE WITH THE STORE SIDES.(CORE DIAMETER EQUAL TO PIPE+2").ALL ARE NOT INCLUDED. MANAGER A STAGING AREA FOR MATERIALS AND CORES SHALL BE COORDINATED WITH STRUCTURAL TOOLS TO BE USED FOR PROJECT PRIOR TO START REINFORCING.CONTRACTOR IS RESPONSIBLE FOR OF WORK. PROVIDING ALL CORING WITH PROPER CLEARANCE SEISMIC REQUIREMENTS SYSTEM IMPAIRMENT AT ALL CMU WALLS.CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A TWO INCH PRESSURE FLOW CLEARANCE AROUND ALL PIPING PASSING 8 8 e -------e______ REQUIREMENTS THROUGH CONCRETE SLABS.THE SPRINKLER ----------- --------------------T---------------- - THE SPRINKLER CONTRACTOR SHALL COMPLY WITH CONTRACTOR SHALL FILL ALL CLEARANCES WITH ALL REQUIREMENTS PER NFPA 13"PROTECTION OF 1. THE CONTRACTOR IS RESPONSIBLE FOR THE APPROVED MASTIC. 11. PIPING AGAINST DAMAGE WHERE SUBJECT TO COORDINATION,VERIFICATION AND PROVISION OF A D ALL NECESSARY OFFSETS,RISES OR ROPSPROVIDE PIPING AND AUXILIARY DRAINS REQUIRED EARTHQUAKES".THE SPRINKLER CONTRACTOR MUST FIRE WATCH SUBJECT TO THE REQUIREMENTS OF BY BUILDING CONDITIONS. ALSO TAKE INTO ACCOUNT THE LIMITATIONS OF THE THE LOCAL JURISDICTION.ALL FIRE WATCH COSTS 12.SPRINKLER SPACING SHALL BE PER NFPA 13 STRUCTURAL ELEMENTS PRIOR TO SIZING,FASTENING INCURRED AS A RESULT OF THIS PROJECT SHALL BE AND/OR LOCATING SEISMIC ASSEMBLIES,RESTRAINTS, INCLUDED IN THE PROJECT BID AS A SEPARATE LINE UNLESS OTHERWISE NOTED ON PLANS AND/OR PROTECTION CRITERIA LEGEND. ETC.ON THEIR PLANS.STRUCTURAL REQUIREMENTS ITEM.COORDINATION AND VERIFICATION AS TO 13.INTERFACE SPRINKLER SYSTEM WITH FIRE -I --- a AND LIMITATIONS MAY BE MORE STRINGENT THAN WHEN A FIRE WATCH MAY BE NEEDED SHALL BE THE PROTECTION SUPERVISORY SYSTEM. NFPA. RESPONSIBILITY OF THE CONTRACTOR. 14.SPRINKLER PIPE SHALL BE MANUFACTURED TO 2 MANAGER TO NOTIFY ALARM SHALL QCENTRAL OF THEUEST THE E STANDARDS RECOGNIZED BY NFPA 13.THREADED SYSTEM(S)BEING SHUT OFF FOR WORK AND THE PIPE SHALL HAVE A CORROSION RESISTANCE RATING OF 1.0 OR GREATER.CRIMP-TYPE CONTACT INFORMATION 3. THE CONTRACTOR SHALL CALL DIRECT TO THE FIRE COUPLINGS SHALL NOT BE USED.THREADABLE DURATION OF THE SHUT OFF. THINWALL PIPE WITH CORROSION RESISTANCE DEPARTMENT AND ADVISE THAT THE FIRE ALARM RATING OF LESS THAN 1.0 SHALL BE USED ONLY CHECKED BY: JKH J DOCUMENTS INCLUDE JURISDICTIONAL REQUIREMENTS SYSTEM IS IN TEST. WITH ROLL GROOVE FITTINGS. 4. AT THE END OF EACH NIGHTS WORK,THE 15.ALL SPRINKLER SYSTEMS THAT ARE TO BE --- „-- F PROVIDED BY THE FOLLOWING CONTACTS: CONTRACTOR SHALL CALL DIRECT TO THE FIRE DRAWN BY: CM DEPARTMENT AND STORE MANAGER TO ADVISE MODIFIED SHALL BE HYDROSTATICALLY TESTED PER FIRE SPRINKLER REVIEWING AUTHORITY: WORK IS COMPLETE. NFPA 13 PRIOR TO SPRINKLER SYSTEM PROTO CYCLE: 05/30/25 DAVE KRASKI,FIRE CHIEF 5. A FIRE WATCH IN ACCORDANCE WITH THE ADOPTED MODIFICATION AND SHALL BE RE-HYDROSTATICALLY (360)618-3216 FIRE PROTECTION CODE BY THE AUTHORITY HAVING TESTED AFTER COMPLETION OF WORK. DOCUMENT DATE: 09/03/25 JURISDICTION SHALL BE REQUIRED WHEN ANY FIRE 16.DO NOT HANG OR SUPPORT ANY LOADS OR MAKE PROTECTION SYSTEM IS IMPAIRED OR OTHERWISE ANY ATTACHMENTS TO THE METAL ROOF DECK OR ST BRIDGING. KAY APPLICABLE CODES DOWN FOR ALTERATION.ADDITIONAL SPECIFIC 17.AIMMY SCREWS ARE NOT PERMIT-FED. Z1�ppWABbkp REQUIREMENTS MAY BE NECESSARY DEPENDING 18.CEILING FLANGES ARE NOT PERMITTED. T c� Ncr 9 UPON THE AUTHORITY HAVING JURISDICTION.THE 18.CONTRACTOR IS TO COORDINATE FINAL SPRINKLER qp m 2 CONTRACTOR R RESPONSIBLE ATORFOR T DEVEMINGLOP THE LOCATIONS AND PIPE ROUTING SUCH THAT THEY DO ROLE OF IMPAIRMENT COORDINATOR TO DEVELOP NFPA STANDARDS EDITION NOT INTERFERE WITH NOR RECEIVE DAMAGE FROM AND MAINTAIN THE FIRE WATCH PLAN.THE PLAN � NFPA 13 2019 THE NORMAL OPERATIONS KL THE AREA. e - SHALL ENSURE THAT INDIVIDUALS, 'y 24035253 k, WHOSE SOLE RESPONSIBILITY IS TO PERFORM 20.PRIOR IF ORDERING SPRINKLERS,CONTRACTOR �iON RFcrSTeaEo UL LLC TECHNICAL REPORT:4789705078,NC27954 CONSTANT PATROL AND WATCH FOR THE TO VERIFY EXISTING SPRINKLER OUTLET SIZES SS70NAL ENb OCCURRENCE OF FIRE IS ON SITE WHILE ANY MATCH SPRINKLER SYMBOL LEGEND SCOPE OF REFER TO SHEET Cl FOR APPLICABLE CODES WORK SHOWN ON THESE CONTRACT DOCUMENTS. 09/o3/z025 - SYSTEM IS IMPAIRED.THE FIRE WATCH INDIVIDUAL 21.THE CONTRACTOR SHALL DIVERT ALL DRAIN AND SHALL HAVE AN APPROVED MEANS OF INSPECTORS TEST CONNECTION DISCHARGE AWAY _ COMMUNICATION TO REPORT A FIRE TO THE FIRE FROM FINISHED SURFACES AND PIPE TO APPROVED DEPARTMENT AND/OR THE DESIGNATED CENTRAL DRAIN LOCATIONS.THE CONTRACTOR WILL BE STATION,AND DOCUMENT EVIDENCE OF THEIR BACKCHARGED FOR ANY REPAIR,REPLACEMENT, PATROLS IN WRITING. OR CLEANING OF RUST STAINS ON 6. ONLY(1)ONE SYSTEM IS PERMITTED TO BE SHUT PAVEMENT/CONCRETE DUE TO WATER DISCHARGE DOWN AT ONE TIME. FROM SPRINKLER SYSTEM DRAIN DOWNS. 7. ANY FIRE DEPARTMENT FEES FOR FAILURE TO 22.CONTRACTOR IS RESPONSIBLE FOR PERFORMING A FOLLOW PROCEDURES WILL BE AT THE 5 YEAR INSPECTION IN ACCORDANCE WITH NFPA 25. CONTRACTORS EXPENSE. REFERENCE ADDITIONAL INFORMATION IN 8. ALL SYSTEMS TO BE LEFT IN SERVICE PRIOR TO THE SPECIFICATION 13900-FIRE PROTECTION. END OF EACH WORKDAY. 23.INSPECTORS TEST/AUXILIARY DRAINS SHALL BE 9, THE CONTRACTOR SHALL COORDINATE WITH THE RELOCATED AS SCOPE OF WORK REQUIRES. STORE MANAGER ON THE AREA TO BE WORKED ON COORDINATE FINAL LOCATION WITH FINAL LAYOUT. AT LEAST 24 HOURS IN ADVANCE. 10.REQUIRED MEANS OF EGRESS SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRUCTION,DEMOLITION, REMODELING OR ALTERATIONS AND ADDITIONS TO SHEET INDEX THE WALMART.ALL EXITS SHALL NOT BE BLOCKED, REDUCED OR OTHERWISE MADE INOPERABLE WHICH ALSO INCLUDES THE EXIT ACCESS,THE EXIT AND FP1 FIRE SPRINKLER SITE PLAN EXIT DISCHARGE TO THE PUBLIC WAY.TEMPORARY FP2 OVERALL SPRINKLER PLAN MEANS OF EGRESS ARE ALLOWED. FP2.1 ENLARGED FIRE SPRINKLER PLAN FP3 FIRE PROTECTION DETAILS S � FIRE SPRINKLER SITE PLAN EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND FIRE SPRINKLER SITE PLAN N UNDERGROUND PIPING SHOWN FOR EXACT"AS-BUILT"CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE HYDRAULIC CALCULATION PURPOSES ONLY. SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES 1"=40'-0" PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF F P 1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO E. PROTECTION CRITERIA LEGEND 0 OCCUPANCY DENSITY/AREA(GPM/SQ FT/SO FT) HOSE MAXIMUM SPRINKLER ARCHITECT OF RECORD: CLASSIFICATION DISCHARGE PRESSURE ALLOWANCE SPACING DESIGN BASIS ERR ARCNITECTURE,INC (#OPERATING SPRINKLERS-DESIGN AREA) (GPM) (SOFT) EAVENUE MOTHER'S ROOM(ORDINARY HAZARD GROUP 11) 0.2011500 250 130 CLASS I-IV TO V-0";NFPA 13:TABLE 4.3.1.7.1.1&TABLE 19.2.3.1.1 CORRIDORS/TENANT SPACES/GROCERY PREP/FOOD 0.20/1500 250 130 CLASS I-IV AND GROUP A PLASTIC TO V-0";NFPA 137ABLE 4.3.1.7.1.1&TABLE 19.2.3.1.1 Eax.s.x xsx soon TENANT/OFFICES(MISCELLANEOUS STORAGE) PHARMACY(MISCELLANEOUS STORAGE) 0.2011500 SO FT 250 130 CLASS I-IV TO T-6";NFPA 13:TABLE 4.3.1.7.1 VISION CENTER(MISCELLANEOUS STORAGE) 0.20/1500 SO FT 250 130 CLASS I-IV TO 5'-0";NFPA 13:TABLE 4.3.1.7.1 o F o m _ n ai ° W -°w Fpwdw3� PICKUP COOLER/FREEZER(EXTRA HAZARD GROUP II) 0.40/2000 SO FT 500 100 CLASS I-IV&EXPOSED GROUP A UP TO 10'-0"UNDER UP TO 12'-0"CEILING;2019 NFPA 13:TABLE 4.3.1.7.1,FIGURE 19.3.3.1.1, &SECTION 19.3.3.2.7 K <a 3�o arca w� �w 12 PSI(2 AS-2S/1L) CLASS I-IV ON SHELF TO 15'-0",EXPOSED GROUP A PLASTIC TO 6'-0",18'-0"CEILING HEIGHT,4'-0"MINIMUM AISLES;UL LLC Z "d ''a°¢o€� -9 PICKUP STORAGE 250 100 O �'�a H.-o. y 7 PSI(12 AS-4S/3L) TECHNICAL REPORT PROJECT 4789705078,NC27954-TABLE 2 SUMMARY OF TESTS,TEST SRR 12092002 r w; ,� �'a o o 5 3¢o°$who°€`�`w RC=RETAIL CEILING/RNC=RETAIL NO CEILING SRR=SINGLE ROW RACK o o�w= 3 SL=STORAGE LOW/SH=STORAGE HIGH DRR=DOUBLE ROW RACK F „W�ow5os"'�&y�5 REFERENCE SPRINKLER PLANS AND SPRINKLER SYMBOL LEGEND FOR SPRINKLERS NECESSARY TO MEET THE DESIGN REQUIREMENTS MRR=MULTIPLE ROW RACK rn U N tn�^U .Q �- o y� Qo 1 ) 1 ) 3 4 5 6 7 �' 9 10 11 3U n 0 t---+ +- +---± ,f + M N CO O O 0) L - .L Z o O 0 10 0� O ZZ it FP2.1 _ , a ,;��:�_Tk1��_T �r_y__�_ r::1�1 'r_}�J_J__(11• _1_;l_ +;Y:i_.__+1._ Y.�' Y •I'' r lLLL' I11 ,1ILL' YlLL YlL ',LL u Il II1. �_1L__ LL wd �' VL 1 zZJ Z 1 + FL�U +_ +_ A 1 11. 1 1 1 1 n - 4-__� 0 oL t�0 _. ` 1�.- � � '1,1�. _�_ �_ � ' 1 1 .1 -'1-- 1: -TI: I� i" •j' , , I I I �.� •�_ "• __ _ � __ __ _�_J .1 L � i 1 „1 ,��i I i i i _.1; 'I( 1 x1-i(1 `i, ,' L. I. : L I 1 I I '. O K I — T —L��— T L �, V_�,—V_ _ RI `� 1_ 1" ;. •.. 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I 1�. I , 1 1 I 1 , ---L�--- ---1- --- 1 �-_ --r T�1 - ----+ _ r T rt - 1 OVERALL � - - - - 1 - _ - - - - I m -m m m - SPRINKLER A - � - - - PLAN - - - - - - - - - - - - - - - -��- - - - - - 9 4 8 1 FP2.1 FP2.1 FP2.1 FP2.1 EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT"CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE (�)O�VETRALL SPRINKLER PLAN PRORTOSUBMRTTNGIFY LFINALBIDS.CONTRACTOR NOTRL EXISTING CONDITIONS TO QEIEVETHERESPO SUAINT THEMSELF IIBIL%OFPRFOMINGTH THIS KNOWLEDGE ES SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF F P 2 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. KEYNOTES • 13.910 REMOVE EXISTING PENDENT SPRINKLER AND ASSOCIATED PIPING.CAP REMAINING OUTLETS NOT INTENDED FOR REUSE. 13.914 REMOVE EXISTING PIPING.PLUG EXISTING ARCHITECT OF RECORD: OUTLETS AND REMOVE PIPE OR EQUIPMENT ERR ARCHITECTURE,INC NOT INTENDED FOR REUSE. E AVENUE 13.918 NON-COMBUSTIBLE AND LIMITED COMBUSTIBLE .-R-D FAR.,K...... CONSTRUCTION.STORAGE NOT PERMITTED .,,.,...n....�..ron, UNDER EXTERIOR PROJECTION OR - - 7 PORTE-COCHERES.SPRINKLERS NOT REQUIRED. 8 13.936 PROVIDE NEW INSPECTOR'S TEST/AUXILIARY EA..s.xasx-soon DRAIN.REFERENCE DRUM DRIP/AUXILIARY r n 2 DRAIN/INSPECTOR'S TESTDETAIL. 13.942 PROVIDE AIR VENT ON THE HIGHESTPOINTOF THE SYSTEM,PREFERABLY ON THE MAIN AND�r ASSISTANT INSTALL IN AN ACCESSIBLE LOCATION. .MANAGERS , SALES 11I ` REFERENCE AIR VENT DETAIL. OFFICE I I T II T 13.944 PROVIDE LOW POINTAUXILIARY DRAIN IN ACCESSIBLE LOCATION. I I I I I L r L - WAITING BOTTOM CHORD OF THE JOISTIS i� I I I I _____� I I I L� 13.950 PROVIDE NEW MAIN(S).LOCATE MAIN ABOVE w w ''-Qw Fp 2a=3-� I , I I r FIELD VERIFY a� x�"wk'LLoow�`~'O _ ) PERSOHI4 AND COORDINATE EXACT ROUTE THROUGH NEW O m HALLWAY P�' ° ° I I • , I • MANS 4AND ISAND LARGER TING SHALL BE NSTALLED PER Z �We wWwrca��Fow$ 1•' 13.970 -- T--- -� `s- T--- ___�______ ___L________ 1___ �___L________ 1___ O SPRINKLER PIPE SUPPORT DETAIL. 13.951 PROVIDE NEW BRANCHLINE(S).FIELD VERIFY g oi�xow�Owww'oH3 I ' I AND COORDINATE EXACT ROUTE THROUGH NEW I ,n P , I I I //�� RECEPTION PRETEST * I * I 13.910 5'� 'oww"xg I / ^ 1 - AND EXISTING CONSTRUCTION/EQUIPMENT. I\Lx syrc oasrcLL a 13.954 DO NOT ROUTESPRINKLER PIPEABOVE It CONTACTS i FP3 T_ I T ELECTRICAL PANELS PER NATIONAL ELECTRICAL MOTHER'$ I� I I 13.970 CODE.DO NOT ROUTE SPRINKLER MAINS ROOM, 1 - I ,, I ._• I THROUGH ELECTRICAL ROOMS. " l '-' '� •' -- --I ; - - ; ; 13.970 PROVIDE PENDENT SPRINKLERS.REFERENCE I � N . SPRINKLER SYMBOL LEGEND FOR SPECIFICu--- - ``- ------- SPRINKLER TO BE INSTALLED.NOT MORE THAN 'd 'w ONE SPRINKLER SHALL BE SUPPLIED BY A 1" �PIPE OR CONNECTION.EXISTING UPRIGHT O `"SPRINKLER PROTECTION,WHERE PROVIDED AT_ THE CEILING/ROOF DECK LEVEL,TO REMAIN �2 ¢ _ - UNLESS NOTED OTHERWISE. z �u `�"•`_J JEXAM EXAM I13.974 PROVIDE DRY PENDENT SPRINKLERS. Goi ALCOVE1 i I 01 #2 #1 ADJUSTMENTS REFERENCE SPRINKLER SYMBOL LEGEND FOR 5- - -� - B _ ! SPECIFIC SPRINKLER TO BE INSTALLED. Z F COORDINATE WITH LOCATION OF LIGHTS AND O EVAPORATOR UNITS.NOT MORE THAN ONE SPRINKLER SHALL BE SUPPLIED BY A 1"PIPE OR CONNECTION.ADDITIONAL SPRINKLERS MAY BE REQUIRED AT NO ADDITIONAL COST TO OWNER. N REFERENCE FREEZER COOLER DRY PENDENT BACKROOMS SPRINKLER PLAN (�VISION PROV CENTER DEMOLITION PLAN DETAILBFREEZERSECTIONDETAIL. 4n1/8"=V-0' !1 =1'-0" 13 980 SPR NIKLER SYMBOL LEGEND FOR SPEC FNC E N10 VISION CENTER SPRINKELR PLAN 04 118"=1'-0" SPRINKLER TO BE INSTALLED.NOT MORE THAN O O rn ONE SPRINKLER SHALL BE SUPPLIED BY A 1" a PIPE OR CONNECTION.COORDINATE EXACT O 0 \ LOCATIONS WITH NEW AND EXISTING S Z p CONSTRUCTION/EQUIPMENT.WHERE p SPRINKLERS ARE NEAR HEAT PRODUCING F— Or ,^ EQUIPMENT PROVIDE INTERMEDIATE AND HIGH Z V` O \J TEMPERATURE SPRINKLERS IN ACCORDANCE Z a WITH NFPA 13. O h 13.992 PROVIDE SPRINKLER IN BLOWER ROOM.ROUTE uv Q p N PIPE DROP FOR PHARMACY STORAGE THROUGH uj O w PROVIDED CHASE. Z Z .D 8 Z'LU W o0- : H 8 NCO Q rl, l CHASE O 7T -I _ 13.992 HEALTH L BLOWER SERVICES o o l - ISSUE BLOCK 13.910 ROOM I I Y I/'✓N I I-• I I I IL t l l I = I I I ffi970 L 1 J 1� •i I 1 I 13.910 PHARMACY HEALTH i ✓ I 1,I I I SERVICE P - TOIHARMACY ROOM - / G O I I 1 I 13.992 —P----- -- —11 -� PHA ® II! $ TO E il80PHARMACY DEMOLITION PLAN BACKROOMS DEMOLITON PLAN FIRE SPRINKLER SECTION �— CHECKED BY: JKH 7 "=1'-0" V 1/8"=1'-0" `� 1/4"=1'-0" DRAWN BY: CM PROTO CYCLE: 05/30/25 DOCUMENT DATE: 09/03/25 HYDRAULIC DESIGN 012-- ARMACY SPRINKLER PLAN �,SYSTEM# HYDRAULIC DESIGN OF 9 COOLER/FREEZER REMOTE AREA# 2 SYSTEM#1 "=1'-0" ov w ASB� SPRINKLERS REMOTEAREA# 1 PICKUP 2 14 SPRINKLERS CALCULATED SPRINKLERS 12 SPRINKLERS 'q 24035253 w4 SPRINKLER 0.40 GPM/SO FT CALCULATED Y °FF RPcrSTe SPRINKLERsslpryAt y+4� DENSIN REQ'D 7 PSI I I 13.950 AREA OF PRESSURE DISCHARGE 2000 SQ FT COMBINED HOSE nl' I j O\, 09/0=025 COMBINED HOSE 500 GPM ALLOWANCE 250 GPM - - - - - - - ( O �I� I - ALLOWANCE SYSTEM FLOW 541 GPM ,a� O In I, m o- /�`a r�n O ,u o- �a lo�a• SYSTEM FLOW 595.21 GPM DEMANDATPO DEMAND AT PO SYSTEM PRESSURE 45.5 PSI I ' DEMAND AT PO SYSTEM PRESSURE I ^-. _ 65.44 PSI �7, rrr DEMAND AT PO AVAILABLE 132.53 PSI AVAILABLE PRESSURE AT PO I - - PRESSURE ATPO 129.13 PSI SYSTEM SAFETY I _ '-�'''•♦•'''- - ' ' ' 87.03 PSI I ■ I I I I I I I SYSTEM SAFETY 63.69 PSI FACTOR FACTOR INSIDE HOSE ALLOWANCE INCLUDED IN INSIDE HOSE ALLOWANCE INCLUDED IN FLOW DEMAND - - -- - - FLOW DEMAND ; �� - C 13.918 i j'r-� - iI �I -�---�- ---- I , � I Iv I II r iP TY I . -J - - - 13.810 - 13.910 G ' � I X xo, oI / 0-14L- ---TYP x�. a Fu� __ ENLARGED I o �® o O O O = L Illluuuullll FIRE F —1 ,3.942 9 ,a ,aa s ,Q.P xo ,„.a• i SPRINKLER PLAN I j WERE TAKEN FROM EACH O IS RESPONSIBLE FOR FRONT ROOMS DEMOLITON PLAN ORIIGINAL STING DRAWINGS AND MAY NOT REFLECT A THOROUGH"NOWLEDGE OF ALLDRAWINGS ANDING I , EXACT"AS-BUILT"CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES COOLER/FREEZER SPRINKLER PLAN O PICKUP SPRINKLER PLAN PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING �1 SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET' 3 118"=V-0" 7 1/8"=1'-0" DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF F P2.1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO E. • OPTION "A" INSTALLATION PROCEDURE OPTION "B" INSTALLATION PROCEDURE ARCHITECT OF RECORD: ERR ARC—ECTURE,INC 1. CORE DRILL 2 1/2"DIAMETER HOLE IN THE FREEZER/COOLER INSULATED 1. CORE DRILL 2 1/2"DIAMETER HOLE IN THE FREEZER/COOLER INSULATED E AVENUE CEILING PANEL.LOCATE HOLE AND REQUIRED SPRINKLER PROTECTION CEILING PANEL.LOCATE HOLE AND REQUIRED SPRINKLER PROTECTION D ERu FARR,Rs ssxaa IN ACCORDANCE WITH NFPA 13 OBSTRUCTION CRITERIA(SSP TYPE IN ACCORDANCE WITH NFPA 13 OBSTRUCTION CRITERIA(SSP TYPE SPRINKLER MAIN SPRINKLERS).MAINTAIN 6"CLEARANCE FROM COOLER SEAMS. SPRINKLERS).MAINTAIN 6"CLEARANCE FROM COOLER SEAMS Ax s.x-xsx-soon 2. INSTALL DRY PENDENT SPRINKLER PER MANUFACTURER'S INSTALLATION 2. INSTALL NCO DRY PENDENT SPRINKLER PER MANUFACTURER'S E . REQUIREMENTS. INSTALLATION REQUIREMENTS.INSERT BOOT PRIOR TO MAKE-UP WITH PIPING. 3. COMPLETELY FILL ANNULAR CEILING OPENING BETWEEN THE ESCUTCHEON AND TOP OF CEILING PANEL WITH OPEN-CELL POLYETHYLENE FOAM 3. COMPLETELY SEAL INTERFACE BETWEEN BOOT FLANGE AND TOP OF 1"SHOULDER NIPPLE BACKER ROD.EXPANDED FOAM IS NOT PERMITTED. FREEZER/COOLER PANEL WITH ADHESIVE PROVIDED WITH BOOT IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. HANG 4 AND 6 INCH PIPE WITHIN 3 INCHES OF PANEL 4. INJECT DOW CORNING 739 PLASTIC ADHESIVE SEALANT INTO AND AROUND POINT PIPE 3 INCH AND SMALLER NOT REQUIRED TO BE THE TOP OF THE FREEZER/COOLER CEILING CORE OPENING IN 4. APPLY STRAP TIES ON BOOT AROUND DRY SPRINKLER BARREL PER o F o WITHIN 3INCHES OF PANEL POINT ACCORDANCE WITH SEALANT MANUFACTURER'S INSTRUCTIONS. MANUFACTURER'S INSTRUCTIONS. n w 1"GLOBE VALVE FOR 6 AND 8 INCH PIPE,USE THRU BOLT CONNECTION WHERE POSSIBLE.USE TRAPEZE w -Sw�pw dw3� JOIST PANEL POINTS TYP HANGER WHERE JOIST WEB CONFLICTS WITH ar xyLL�LL'oo°ow$ 6„ THRU BOLT 3„ 24^ M ROOF TYP MAX MIN CHAIN-HUNG SIGNAGE ZW�o�o„�x MUSTBEVISIBLEAT r w;� �ooxa u�� SPRINKLER SUPPLY SYSTEM WET PIPE SPRNKLERSUPPLY 9 STEM WET PIPE O rc HIM ' €<u�w 1"PLUG w ALL AREAS S 3`O�O o ozD $wrc° e3 a W�ow &yo5 /CLAMP EAM TOP CHORD _�TEE WITH PLUG TEE WITH PLUG O AUXILIARY DRAIN OF JOIST TYP c w 8 NTS 1"DRY 1"DRY 2 NYLON STRAP TIES MAINTAIN VISIBLE CLEARANCE 3.5"X 2.5"X.25" SPRINKLER SPRINKLER (INSTALL OPPOSITE DIRECTIONS) ANGLE DROP = DROP = o BETWEEN PIPE AND JOIST OPEN-CELL DOW CORNING 739 r tO a O NCO RUBBER SEAL MEMBERS TYP POLYETHYLENE PLASTIC ADHESIVE Z Z Z Z e n J BOOT MODEL DSB-2 w x FOAM BACKER ROD a a O rn a o 6 INCH AND SMALLER PIPE 4,6 AND 8 INCH PIPE 8 INCH PIPE FREEZER/COOLER C7 FREEZER/COOLER SEALANT PER BOOT C1 NU Ui a 2x2�n CEILING CEILINGMANUFACTURER a u2Z �' Qo Zz�l, V MAXIMUM HANGER SPACING FOR PIPING PERPENDICULAR TO JOISTS TRUSS GIRDER REFRIGERATION LINES ROOF JOISTS UPRIGHT o g m SPRINKLER BEAM CLAMP THRU-BOLT BEAM CLAMP Z U NOT NOT TRAPEZED OO r TRAPEZED TRAPEZED ANA 4"PIPE EVERY 12'-0" 4"PIPE EVERY 12'-0" 4"PIPE SPRINKLER CUP SPRINKLER CUP EVERY OTHER JOIST EVERY OTHER JOIST NOT NECESSARY TYCO MODEL TY5255 TYCO MODEL TY5255 DROP FROM DROP FROM WITH FLUSH ESCUTCHEON WITH FLUSH ESCUTCHEON y 0 0 0 0 0 0 0 0 0 o OVERHEAD OVERHEAD 6"PIPE EVERY 6'-0" 6"PIPE EVERY 12'-0" 6"PIPE 2 3/4„ (NO SUBSTITUTIONS) 2 314" (NO SUBSTITUTIONS) w PIPING PIPING EVERY JOIST EVERY OTHER JOIST NOT NECESSARY N SPRINKLER BELOW SALES 8"PIPE 8"PIPE EVERY 6'-0" 8"PIPE EVERY 6'-0" OPTION A OPTION B O O CND REFRIGERATION LINES NOT ALLOWED EVERYJOIST EVERY JOIST c::::D O CD (OVER 4'-0"WIDE) Q PIPE RUNNING PERPENDICULAR TO JOISTS NOTE:CONTRACTOR TO SEAL DRY PENDENT SPRINKLERS AT FREEZERICOOLER USING ONE OF THE OPTIONS ABOVE.NO OTHER SEALANTS ARE PERMITTED NOTE:COORDINATE �:Q p O EXACT LOCATION 1/4"X2"X2"SQUARE 6" FREEZER COOLER K11.2 DRY PENDENT r, r OF SPRINKLERS AT WASHER&HEX NUT THRU BOLT TYP ^ 7 Z Z I. of LIGHTS COOLERS/FREEZERS I NTS a WITH LIGHTS, i--� O I� EVAPORATOR EVAPORATORS AND U�J Q p N OTHER 1/2"ALL THREAD ROD 6N DRY PENDENT OBSTRUCTIONS. 111 SPRINKLER NOTE THAT FINAL FENDER WASHER& Z Z m LIGHTAND HEX NUT Z N K w EVAPORATOR GROCERY FREEZERICOOLER LOCATIONS MAY ANGLE O J Z F- STORAGE DIFFER FROM THOSE TRAPEZE REQ'D FOR 6" PLACARD C 'Un� SHOWN ON PLANS MAINS 4"X 4"X.25" ANGLE TRAPEZE REQ'D TYP FOR 8"MAINS TOP CHORD OF JOIST TYP _ o SyF�REEZER SECTION I I o ONE OPEN JOIST BAY I I MINIMUM BETWEEN TRAPEZE HANGERS I ISSUE BLOCK DO NOT HANG 2 OR ROOF DECK 12" MORE MAINS 4"OR 12„ MIN LARGER BETWEEN THE MIN I I SAME JOIST SPACE I I O.S.&Y. VALVE WITH I $ TAMPER SNATCH TYP MAXIMUM HANGER SPACING FOR PIPES PARALLEL TO JOISTS I I I I 4"PIPE EVERY 12'-0" 6"PIPE EVERY 12'-0" 8"PIPE EVERY 12'-0" I I NOT TRAPEZED TRAPEZED TRAPEZED I o BEAM CLAMP THRU BOLT THRU BOLT I I PIPE RUNNING PARALLEL TO JOIST 8" 10" X 8"REDUCER I I O CONTRACTOR MBOR AY SUBSTITUTE ANGLE IRON TRAPEZE UTILIZE THESE HANGING METHODS FOR ALL SPRINKLER I I MEMBER WITH PIPE MEMBER.SIZE PIPE MEMBER IN PIPING.SPACE TRAPEZE HANGERS IN ACCORDANCE io io ACCORDANCE WITH NFPA-13 AND MAINTAIN 12 INCH WITH SCHEDULE.LOCATE HANGERS WITHIN 3 INCHES MAXIMUM DEFLECTOR DISTANCE OF JOIST PANEL POINTS U.N.O. ELEVATION0ELEVATIONMEW NOTE:DO NOT SUPPORT SPRINKLER PIPING FROM BOTTOM CHORD OF BAR JOISTS CHECKED BY: JKH 1 INCH OUTLET �1 DRAWN BY: CM SPRINKLER PIPE SUPPORT PROTO CYCLE: 05/30/25 INSTALL AUTOMATIC AIR VENT AT HIGHEST NTS POINT OF SYSTEM ON TOP SIDE OF PIPE, DOCUMENT DATE: 09/03/25 PER MANUFACTURER'S GUIDELINES,AND IN NOTE: AN AREA ACCESSIBLE FOR MAINTENANCE. REFERENCE AIR RELEASE VENT NOTE ON FP1 KA}' pR~1S O¢W ASa7Nc0� AIR RELEASE VENT NOTE: ALL FIRE PROTECTION TO REMAIN.NO NEW WORK m92 5 NTS SPRINKLERS MUST BE INSTALLED TO MEET UNLESS NOTED OTHERWISE.FIRE RISER DETAIL OBSTRUCTION REQUIREMENTS PER NFPA 13 FOR REFERENCE ONLY. q 24035253 F� STANDARD COVERAGE SPRAY SPRINKLERS. oA REctsTERd� EXISTING SPRINKLERS THAT ARE LOCATED OUTSIDE FJSI0NA0 OF THE PERIMETER SOFFIT ARE TO MEET THE TO SPRINKLER REQUIREMENTS SHOWN IN THIS DETAIL.THE USE OF SYSTEM(TYP) 09/03/2025 FLEXIBLE PIPE IS PERMITTED WHERE SPRINKLERS ARE REQUIRED TO BE RELOCATED. EXTERIOR WALL CORRUGATED FLEXIBLE PIPE TO SPRINKLER SYSTEM(TYP) EXISTING 1"SUPPLY FROM CEILING GRID INSTALL 1" SPRINKLER SYSTEM WHITE STEEL I -I ZONE 10'-0" ESCUTCHEON I I 0 FASTEN SECURELY TO WALL AFF GREATER THAN 1"DROP I I 1"GLOBEVALVE 3 NO - ----------- -—-—-—-—-—- - (NORMALLY OPEN-OMIT FOR MODIFICATIONS T MAX 2'MAX 1'MAX - — - I 1— REQUIRED I I _____ _ _______________________ I WET SYSTEM) DEFLECTOR DEFLECTOR DEFLECTOR NOTE: I I r A I MUST EI I MUST EI I MUST EI9" I I BELOW CEILING BELOW CEILING BELOW CEILING SPRINKLERS SHALL BE COORDINATED WITH I I I LAMLITE LAMLITE CEILING BEAMS,THE PERIMETER I I CEILING BEAMS SOFFIT AND LINEAR SLOT LIGHTS. Z Z Z Z M DRUM DRIP LEG PERIMETER SOFFIT MINIMUM 12"LENGTH (OMIT FOR WET SYSTEM) NOTE: I I 1"GLOBE VALVE SPRINKLERS LOCATED INSIDE THE PERIMETER I I DOUBLE CHECK DETECTOR SOFFIT SHALL BE INSTALLED SO THAT THE WITH SIGNAGE DEFLECTOR OF THE SPRINKLER IS BELOW THE I I BACKFLOW PREVENTOR (NORMALLY BOTTOM OF THE LAMLITE CEILING BEAMS BUT NOT I I CLOSED) MORE THAN 1"BELOW THE BOTTOM PORTION OF THE I I BEAM.ALL EXPOSED PIPE TO BE PAINTED TO MATCH I I THE BEAM.SPRINKLER DEFLECTOR SHALL NOT I I CHAIN-HUNG EXCEED 12 INCHES BELOW THE CEILING. SIGNAGE MUST BE GLOBE PENDANT I I 1"GALVANIZED VISIBLE AT ALL IF THE CEILING FEATURE IS INSTALLED ON TOP OF A LIGHT FIXTURE I I WALL PLATE AREAS SPRINKLER OR IF THE RELOCATION AND REF ELECTRICAL I I Z ADJUSTMENT RULES CANNOT BE APPLIED,AN RFI L_______________________________� MUST BE SUBMITTED FOR DIRECTION AND 1"GALVANIZED 45 SEAL OPENING WITH CLARIFICATION DEGREE ELBOW GROUT AND PROVIDE FIRE CHROME ESCUTCHEON PROTECTION ON INSIDE OF WALL ELEVATION VIEW A SMOOTH BORE CORROSION DETAILS RESISTANT OUTLET WITH FLOW EQUAL TO ONE SEAL ESCUTCHEON TO SPRINKLER WITH SMALLEST WALL WITH CONTINUOUS Z ORIFICE.(OMIT WHEN ONLY SEALANT FILLET & OPTION A INSTALLATION PROCEDURE: AUXILIARY DRAIN) FLOOR NOTE:ONLY USE THIS OPTION WHEN LAMLITE CEILING EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING BEAMS ARE FLUSH WITH THE CEILING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND 4 EXISTING PUMP ROOM EXACT"AS-BUILT"CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE DO DRUM DRIP/AUXILIARY DRAIN/INSPECTOR'S TEST VISION CENTER SOFFIT/LAMLITE 1 NTS PRIOR TOSUBMIRTT NGLFINAL BIDS.CONTRACTOR NOT RQE IEVE THE RESPO SIIBILITY OF PERFORMENG ES 3 NTS 2 NTS SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF F P 3 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. KEYNOTES ROOFTOP EQUIPMENT GENERAL NOTES DEMOLITION AND SALVAGE REQUIREMENTS 1. GENERAL NOTES ARE APPLICABLE TO ALL 21.INSTALL ASSET TAGS ON ALL NEW RTUS,AHUS, 15.401 CONNECT TO NEAREST DOMESTIC COLD WATER MECHANICAL AND PLUMBING DRAWINGS. EXHAUST FANS,AND SPLIT SYSTEMS AND 0 PIPE OF EQUAL OR LARGER SIZE.VERIFY SIZE DO NOT INCLUDE SALVAGE CREDIT FOR ROOFTOP COMPLETE THE DATA COLLECTION INFORMATION. AND LOCATION AT SITE.PROVIDE SHUT-OFF EQUIPMENT UNITS IN THIS PROJECT BID. 2. PROVIDE MATERIALS FOR A COMPLETE DELETE DEMOED ASSETS FROM ASSET TAGGING ARCHITECT OF RECORD: VALVE IN NEW PIPE AT POINT OF CONNECTION. INSTALLATION PER PROJECT SPECIFICATIONS AND APPLICATION.REFER TO SPECIFICATIONS. s yR ARCHITECTURE'INC 15.405 PROPERLY CAP,PLUG AND CONCEAL ANY REMOVE AND REPLACE ROOFTOP EQUIPMENT UNITS READY FOR INTENDED USE AND IN STRICT PIPING LEFT IN PLACE.CAP ABANDONED SEWER LISTED AND SHOWN ON THE PROJECT DOCUMENTS. ACCORDANCE WITH STATE AND LOCAL CODES AND 22.CONTRACTOR IS RESPONSIBLE TO FIELD VERIFY -ER-FARR,R3...e+ PIPING A MINIMUM OF 8.BELOW FINISHED COORDINATE WITH AES INDUSTRIES,INC.FOR THE MANUFACTURERS RECOMMENDATIONS. LOCATION AND SIZES OF ALL EXISTING PIPING THAT .•.•...n..+.=n.=en, FLOOR.MATCH EXISTING FLOOR EXISTING ROOFTOP EQUIPMENT UNITS TO BE REMOVED IS BEING CONNECTED TO OR MODIFIED,AND TO CONSTRUCTION AND FINISHES.RE: FROM THE STORE SITE.COORDINATE WITH THE 3. STORE MUST BE KEPT IN OPERATION.ARRANGE ALL VERIFY THAT PROPER SLOPES AND ELEVATIONS ARE F,ix. .3-xsx-swa ARCHITECTURAL PLANS.REMOVE UNUSED WALMART CONSTRUCTION MANAGER AN AREA FOR WORK TO KEEP DISRUPTIONS TO STORE AVAILABLE BEFORE CUTTING FLOOR SLAB.MAINTAIN WATER AND VENT PIPING ABOVE CEILING AND TEMPORARY UNIT STORAGE ON GRADE IN A VIABLE OPERATIONS TO A MINIMUM.COORDINATE WITH MINIMUM SLOPE OF 1/8"PER FOOT FOR SAN SEWER CAP REMAINING PIPE. SECURE LOCATION.PROVIDE FOR A ONE WEEK NOTICE EXISTING AND NEW CONSTRUCTION.PAY ALL PIPING 4"OR LARGER.MAINTAIN MINIMUM SLOPE OF 15.406 MAKE ALL NECESSARY DISCONNECTS AND TO AES INDUSTRIES,INC.FOR THE DATE OF UNIT PICK- NECESSARY FEES AND PERMITS. 1W'PER FOOT FOR SAN SEWER PIPING SMALLER RECONNECTS OF PLUMBING FIXTURES BEING UP.ROOFTOP EQUIPMENT UNITS SCHEDULED FOR PICK- THAN 4".REF ARCH.FOR TRENCHING RELOCATED OR NEW.PROVIDE CONTINUOUS UP ARE THE PROPERTY OF WALMART AND SHALL NOT 4. IF NEW CONSTRUCTION DISRUPTS EXISTING REQUIREMENTS. SEALANT ALONG THE EDGES OF RECONNECTED BE DAMAGED PRIOR TO PICK-UP.PROVIDE ALL LABOR SERVICES(GAS,SEWER,DOMESTIC WATER,ETC.), FIXTURES. AND EQUIPMENT TO LOAD ROOFTOP EQUIPMENT UNITS. PROVIDE ALL MATERIALS AND LABOR AS REQUIRED 23.SLOPE INTERIOR CONDENSATE PIPING AT 1/8"PER 15.426 WHERE NEW REFRIGERATED CASES ARE PROPERLY PACKAGE THE ROOFTOP EQUIPMENT UNITS TO MAINTAIN THEIR PROPER OPERATION. FOOT WHEN NOT INSTALLED PARALLEL TO ROOF REPLACING EXISTING CASES AT SAME TO MEET FLATBED OR LESS THAN TRUCKLOAD(LTL) SLOPE. LOCATION,EXISTING FLOOR DRAINS MAY BE REQUIREMENTS.SECURE OR REMOVE ROOFTOP 5. EMPLOY OWNER APPROVED ROOFING REUSED IF EXISTING DRAIN IS IN A REUSABLE EQUIPMENT UNIT ACCESS DOORS,HOODS,ETC.PRIOR CONTRACTORS FOR CUTTING AND PATCHING ROOF. 24.PROVIDE ACCESS DOORS TO NEW WATER VALVES TO SHIPMENT TO AVOID EQUIPMENT DAMAGE OR OVER REFERENCE SPECIFICATIONS FOR APPROVED AND CLEANOUTS AS NECESSARY WHEN INSTALLED -' w LOCATION(VERIFY IN FIELD). tr a s❑°g'kawa°om DIMENSIONAL FREIGHT. ROOFING CONTRACTORS. IN INACCESSIBLE AREAS. O 15.436 REPLACE SINK AND ASSOCIATED TRIM. LL � INCLUDING THE FAUCET,TAILPIECE,P-TRAP, 6. INSTALL OWNER FURNISHED RTU CURB AND 25.PLUMBING CONTRACTOR SHALL PROVIDE ONE YEAR O 3 AES INDUSTRIES,INC.SHALL COMPLY WITH EPA CLEAN SUPPLY LINES,AND SHUT-OFF VALVES. Al ACT,TITLE VI,SECTION 608 AND CODE OF FEDERAL TEMPORARY COVER CURB PER ARCH DETAIL(IF WARRANTY FOR PROPER SEWER SYSTEM w �'aoyQo€<G�w 15.737 REMOVE EXISTING ROOFTOP UNIT,ASSOCIATED REGULATION TITLE 40,PART 82 WHEN REMOVING AIR USED).RTU'S SHALL BE FURNISHED BY OWNER AND OPERATION. QQo G w"aw orc3 DUCTWORK,HANGERS,AIR DEVICES,AND CONDITIONING OR REFRIGERATED EQUIPMENT UNITS. INSTALLED BY CONTRACTOR.CURB ADAPTOR(IF a � pw y�g ASSOCIATED CONTROLS.CAP EXISTING CURB AES SHALL DOCUMENT ALL REMOVED ROOFTOP USED)SHALL BE FURNISHED BY OWNER AND 26.SANITARY DRAINAGE LINES AND FITTINGS(DRAIN, w �` e TO REMAIN WITH WATERTIGHT SEAL.REF EQUIPMENT UNITS RECORDING THEIR IDENTIFICATION m €' '�°"�Oip' INSTALLED BY CONTRACTOR.RTU SHALL BE SET ON WASTE AND VENT)SHALL BE PVC-DWV PLASTIC ARCHITECTURAL CURB COVER DETAIL. NUMBERS,MODEL AND SERIAL NUMBERS,THE AMOUNT ROOF CURB.DO NOT SET RTU DIRECTLY ON ROOF. SCHEDULE 40.WHERE REQUIRED BY LOCAL CODES, OF REFRIGERANT RECOVERED FROM EACH UNIT,THE COORDINATE RTU INSTALLATION WITH WALMART CAST IRON,COATED INSIDE AND OUTSIDE SHALL DATE OF ROOF CURB NOTE NAME AND SIGNATISSIONING,INCLUDING THE URE OF AN ON-SITE SUPERVISOR. FOR RTUCONSTR/1AHUCN MANAGER AND CURB ADAPTERS,AES AS REQUIRED BE USED IN LIEU SPECIFICATIONS. PVC.REFERENCE Lo PROVIDE ALL OTHER DOCUMENTATION FOR NEW 7. REPLACE FILTERS ON NEW RTU NO MORE THAN ONE 27.WATER PIPING ABOVE GRADE SHALL BE TYPE"L" N OWNER SHALL FURNISH AND THE CONTRACTOR ROOFTOP EQUIPMENT UNITS INSTALLED IN DAY PRIOR TO STARTING TEST&BALANCE HARD DRAWN COPPER JOINED WITH WROUGHT ACCORDANCE WITH THE SPECIFICATIONS AND PROCEDURES.FILTERS SHALL BE A MINIMUM MERV8 COPPER FITTINGS.MAKE JOINTS USING LEAD-FREE SHALL INSTALL ROOF CURB(AS MANUFACTURED BY REQUIRED PROJECT CLOSE-OUT DOCUMENTS. RATING,REFERENCE SPECIFICATIONS. SOLDER AND A NON-CORROSIVE,PASTE-TYPE FLUX. W AES INDUSTRIES INC.,CONTACT CHAD BURT MAKE PIPING CONNECTIONS TO A FIXTURE WITH CURB7 SELECTION FOR NEW ROOF TOP UNITS.ROOF z CURB SELECTION AND INSTALLATION SHALL BE "ROOFTOP EQUIPMENT'INCLUDES ROOFTOP UNITS 8, EXTERNALLY LABEL RTUS AND EXHAUST FANS WITH CHROME-PLATED SEAMLESS BRASS TUBE.INSULATE i ADJUSTED FOR ROOF SLOPE TO NOT EXCEED UNIT (RTU-S),AIR HANDLING UNITS(AHU'S),ROOF MOUNTED BLACK LETTERS.LOCATE LABEL FOR UNITS SO IT IS HOT&COLD WATER PIPING WITH RIGID GLASS FIBER F CONDENSERS,EXTERNAL COOLING/HEATING COILS READABLE FROM ROOF HATCH.IAQ RTUS MUST BE W ITH WHITE ALL-SERVICE JACKET(VAPOR <i MANUFACTURER'S MAXIMUM SLOPE AND ADEQUATE (DUAL COOL,HRU),CHILLERS,MINI SPLIT-SYSTEMS,AND LABELED"IAQ"IN RED LETTERS.REFERENCE RETARDER).REFER TO SPEC SECTION 15100 FOR CONDENSATE DRAINAGE.ROUTE NEW CONDENSATE FAN COIL UNITS ONLY. SPECIFICATION FOR LABEL TYPE AND SIZE. INSULATION THICKNESS.AT CONTRACTOR'S OPTION TO DRAIN AWAY FROM UNIT DOWN SIDE SLOPE OF (U.N.0),IN LIEU OF COPPER WATER PIPING,PEX OR U ROOF. FOR REMOVAL OF ROOFTOP EQUIPMENT UNITS FROM 9. IF RTUS ARE INSTALLED BEFORE ROOFING IS AQUATHERM PIPING MAY BE USED.REFER TO SEE SPECIFICATION FOR ADDITIONAL INFORMATION. STORE SITE,CONTACT: COMPLETED,THE CONTRACTOR SHALL BE EQUIVALENT NOMINAL PIPE SIZES SCHEDULE AND AES INDUSTRIES,INC. RESPONSIBLE FOR ANY DAMAGE WHICH OCCURS SPECIFICATIONS. U CLIFF JONES DURING THE ROOFING PROCESS. m CJONES@AESCURB.COM 28.PROVIDE AUTOMATIC TRAP PRIMERS OR BARRIER- (334)283-5058 10.MECHANICAL FAILURE OF NEW ROOFTOP UNITS TYPE TRAP SEAL PROTECTION ON FLOOR DRAINS PRIOR TO ACCEPTANCE BY OWNER,SHALL BE WHERE NOT OTHERWISE NOTED IF REQUIRED BY O O M AES INDUSTRIES,INC. REPAIRED OR REPLACED BY CONTRACTOR LOCAL PLUMBING CODES. �N ADAM CHAFFIN THROUGH WARRANTY AGREEMENT WITH O 0 ACHAFFIN@AESCURB.COM MANUFACTURER. 29.FLOOR CLEANOUTS SHALL BE INSTALLED FLUSH < (334)283-3455 WITH FLOOR FINISH MATERIAL OR FLUSH WITH 11.FIELD VERIFY THE EXISTING EQUIPMENT AND CONCRETE SLAB IF NO FLOOR FINISH MATERIAL IS o ACCESSORIES BEING REUSED IN THIS SCOPE OF CALLED OUT FOR ON ARCHITECTURAL DRAWINGS. ..Z p WORK IS NOT DAMAGED AND IS IN GOOD WORKING 'O ORDER.REPORT DEFICIENCIES TO THE OWNER OR 30.CUT AND PATCH EXISTING CONCRETE FLOOR SLAB L D: ARCHITECT. FOR INSTALLATION OF NEW UNDERGROUND ^ Z j a PLUMBING PIPE.FLOOR CUTS SHALL BE STRAIGHT (Un p� 12.COORDINATE ALL NEW GAS PIPING AND ROOF AND CLEAN,REPLACE REMOVED SLAB WITH _j o EQUIPMENT WITH EXISTING GAS PIPING,SKYLIGHTS, CONCRETE FLUSH AND SMOOTH WITH ADJACENT Q O AND ROOF EQUIPMENT.FIELD VERIFY EXISTING FLOOR SLAB.MATCH EXISTING CONSTRUCTION //n� CONDITIONS. REFERENCE SPEC SECTION 01731.COORDINATE `J Z Z WITH WALMART CONSTRUCTION MANAGER. O z O m 13.ROOFTOP UNITS BEING ADDED TO EXISTING ROOF STRUCTURE SHALL BE INSTALLED WHEN UNITS 31.CAP ALL PIPING OPENINGS DURING CONSTRUCTION J L J ARRIVE AT THE JOB SITE.DO NOT STORE UNITS ON UNTIL FINAL CONNECTIONS TO EQUIPMENT AND VfI`T J1 Z GROUND UNLESS PERMISSION FROM WALMART CM ACCESSORIES ARE MADE. n IS ATTAINED.REFERENCE ARCHITECTURAL/ STRUCTURAL SHEETS FOR INSTALLATION DETAILS. 32.DO NOT INSTALL PIPING WITHIN COOLER PANELS. Q o INSTALL EXPOSED PIPING IN PREP AREAS A MINIMUM o m 14.INSTALL FLUES A MINIMUM OF 36"FROM ROOF OF 1/2"FROM PANEL WALL AND 6"ABOVE FINISHED 2 EDGE AND/OR PARAPET WALLS.INSTALL FLUES AND FLOOR TO ALLOW FOR CLEANING.USE ONLY NON- Z 2 _ EXHAUST FANS A MINIMUM OF 10 FT FROM OUTSIDE CORROSIVE MATERIALS FOR SPACERS AND m P1.1 MOTHER'S V AIR INTAKE OF ROOF TOP UNITS.INSTALL EXHAUST ANCHORS. ROOM FANS AND ROOF TOP UNITS A MINIMUM OF 10 IFT o FROM ROOF EDGE OR A MINIMUM OF 60"FROM 33.PROVIDE ESCUTCHEON PLATES FOR PLUMBING PARAPET WALLS THAT ARE AT LEAST 42"HIGH. PENETRATIONS THROUGH GROCERY CEILINGS AND WALLS.PROVIDE AIR TIGHT SEAL AROUND PIPING ISSUE BLOCK �/ I MEN I I I OIL l r - 15.COORDINATE DUCTWORK WITH LIGHT FIXTURES. PENETRATIONS THROUGH COOLER/FREEZER WALLS TOILET ^>os LIGHT FIXTURE LOCATIONS TAKE PRECEDENCE. AND CEILINGS.FINISH WITH ESCUTCHEON PLATE. FIELD VERIFY STRUCTURAL CONDITIONS BEFORE g FABRICATION OF DUCTWORK. 34.PROVIDE HEAT TAPE AND INSULATION ON ALL WATER BREAKROOM I I I ACC p1., AND DRAIN PIPING EXPOSED TO FREEZING. WOMEN II 16.FLEXIBLE DUCT CONNECTIONS TO NEW OR RELOCATED DIFFUSERS AND GRILLES ARE 35.INSTALL CONTINUOUS SEALANT JOINT AT ALL �_J `T{•�L PROHIBITED. EXTERIOR WALL PENETRATIONS. 17.PROVIDE VOLUME CONTROL DAMPERS IN DUCTS TO 36.INSTALL VTR'S A MINIMUM OF 24"FROM ROOF EDGE DIFFUSERS.INSTALL DAMPERS A MINIMUM OF 24" AND/OR PARAPET WALLS AND A MINIMUM OF 10 FT FURNISHED BY OWNER AS P TOE M7.1 AWAY FROM DIFFUSERS AND A MAXIMUM OF 60" FROM OUTSIDE AIR INTAKE OF ROOF TOP UNITS. MODULAR MILLWORK PACKA E, ABOVE THE CEILINGS FOR ACCESSIBILITY UNLESS INSTALLED BY GC.CONNECT O SHOWN OTHERWISE ON DRAWINGS.PROVIDE 37.PROVIDE SEISMIC BRACING BASED ON APPROPRIATE _ EXISTING DWV AND WATER. ACCESS PANELS WHERE DAMPERS MUST BE SEISMIC ZONE REQUIREMENTS PER SMACNA 15.406 15.436 INSTALLED ABOVE NON-ACCESSIBLE CEILINGS. PUBLISHED SEISMIC DETAILS,LOCAL AND NATIONAL Ll - �_ ___ _ _- -_ _- _ -_-♦ - - - - - - - - - - - - REFER TO VOLUME/BALANCE DAMPER SCHEDULE CODES.CONTRACTOR'S RESPONSIBILITY INCLUDES �/ P1 2 FORA PROVED MANUFACTURERS. STRUCTURAL DETAILS SUBMITTED ENGINEEEVS FOR PERMITTING.CERTIFICATION ON 18.DUCT SIZES SHOWN ON DRAWINGS ARE NET FREE r - AREA.CONTRACTOR'S OPTION,ROUND DUCTWORK 38.BUILDING COMPONENTS ABANDONED BY THE SCOPE 5 DEMO PHARMACY OF EQUIVALENT FREE AREA MAY BE USED IN LIEU OF OF WORK SHALL BE SECURED TO PREVENT FALLING, P1.1 PLUM AND RECTANGULAR.INCREASE RECTANGULAR SHEET LOOSENING,OR CREATING DAMAGE OF ANY KIND IN PLUMBING METAL SIZE AS REQUIRED FOR LINER.REFER TO THE FUTURE. SPECIFICATIONS FOR THE INSULATION THICKNESS. 15.405 15.737 I I I M1.1 CHECKED BY: EJM 19.DUCT SUPPORT AND GRILLE DETAIL IS APPLICABLE THROUGHOUT THE STORE.DO NOT USE FASTENERS DRAWN BY: ORB -NEW- THAT PENETRATE ROOF DECK. PROTO CYCLE: 05/30/25 L - - J 20.TYPICAL BRANCH DUCT FITTING DETAIL IS APPLICABLE THROUGHOUT THE STORE. DOCUMENT DATE: 09/03/25 - PICKUP I - 15.426 I I STORAGE TYP \T - - - - - - - - - - SALES E - L - - �EF- � - - � - - � - - - - - - - - Tf-I I 0 ONE MONTH PRIOR TO ONE WEEK NOTICE BELOW,CONTACT FILTER COMPANY TO COORDINATE MAKE,MODEL AND SERIAL NUMBER OF NEW AHU(SyRTU(S). 1 1 P1.1 ,^CW P,.2 2 ONE WEEK PRIOR TO INSTALL OF NEW UNIT(S),CONTACT FILTER COMPANY TO 15.426 `� I CHECKOUT I 1 1/4"CW ETR M12 COORDINATE NEW FILTER FRAME INSTALL.INFORM FILTER COMPANY OF DATE o TYP I I 15.401 -� WHEN UNIT(S)WILL BE INSTALLED ON ROOF AND WHEN TEST AND BALANCE IS _ _ _ _ _ -- _ _ _ _ _ _ SCHEDULED.IN LIEU OF PROVIDING STANDARD FILTER PRIOR TO TEST AND 1 ✓ / r t - - -��- BALANCE,PURCHASE FILTER MEDIA FROM FILTER COMPANY TO BE INSTALLED WITH FILTER FRAME BY FILTER COMPANY.IF FILTER COMPANY TECH IS UNABLE Il JI TO BE ONSITE FOR FILTER FRAME(S)INSTALL PRIOR TO TEST AND BALANCE, -_-_ VISION PROVIDE NEW FILTER(S)IN UNIT(S)EQUAL IN QUALITY TO FACTORY INSTALLED CENTER i i PHARMACY i FILTER W ITH MERV RATING AS NOTED ON EQUIPMENT SCHEDULE,REF J- SPECIFICATION 01455. BONDED FILTER COMPANY(BFC) PHONC I WOMEN MEN ____ J EMAILEWALMART@BFCSOLUTIONS.COM. JI M71 �•-•-•-- CJ.Al B �--- -J PLYLER'S-AT YOUR SERVICE _ PHONE#:814-715-1097 q EMAIL:RICKMAYS@AYSINC.NET -� P11 ADJUSTMENTS 742 Ne�,"IORAEAIELRv" 24 HOURS PRIOR TO SHUTTING DOWN ANY 1 2 3 4 5 6 7 8 9 10 REFRIGERATION SYSTEMS,HVAC SYSTEMS,OR BUILDING AUTOMATION CONTROLS SYSTEMS, SEND E-MAIL TO NSRM@WALMART.COM.THE E- MAIL SHALL STATE WHAT,WHY,AND WHEN IT IS BEING SHUT AND HOWIT IS ANTICIPAT DDOWN TOBEDOWN.TH NNSENDA MECHANICAL FOLLOAFTER`THE WORK IS UP E-MAIL C COM COMPLETE AND THE AND SYSTEM IS BACK UP AND RUNNING. PLUMBING PLAN EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING MECHANICAL AND PLUMBING PLAN ORIGINAL DRAWINGS AND MAY NOT REFLECT ATHOROUGH KNOWLEDGE OF ELATE DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE 1"=30'-0" SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF MP1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. KEYNOTES 15.403 CONNECT TO EXISTING SANITARY PIPE OF EQUAL OR LARGER SIZE.VERIFY SIZE, LOCATION,ELEVATION,AND FLOW DIRECTION AT ARCHITECT OF RECORD: SITE, BRA ARCHITECTURE,INC 15.405 PROPERLY CAP,PLUG AND CONCEAL ANY r wvexDE PIPING LEFT IN PLACE.CAP ABANDONED SEWER DERu F xs eeaoe PIPING A MINIMUM OF 8.BELOW FINISHED „•...,.n..,,.n..en, FLOOR.MATCH EXISTING FLOOR CONSTRUCTION AND FINISHES.RE: Fwx.9.3-xsx-soaa ARCHITECTURAL PLANS.REMOVE UNUSED WATER AND VENT PIPING ABOVE CEILING AND CAP REMAINING PIPE. 15.406 MAKE ALL NECESSARY DISCONNECTS AND RECONNECTS OF PLUMBING FIXTURES BEING RELOCATED OR NEW.PROVIDE CONTINUOUS SEALANT ALONG THE EDGES OF RECONNECTED FIXTURES. 15.429 CUT AND PATCH EXISTING CONCRETE FLOOR > jo prcz SLAB FOR INSTALLATION OF NEW w °g H UNDERGROUND PLUMBING PIPE.MATCH i FD3r4 " ,- ,- ,- ,- EXI STING CONSTRUCTION AND FINISHES. �u,LLLLs$o�w3 " 15.436 REPLACE SINK AND ASSOCIATED TRIM. ww >oa5'kaw<°pm REPLACE WC ETR gr INCLUDING THE FAUCET,TAILPIECE,P-TRAP, Ow Hzao<oW°N€w$ w SUPPLY LINES,AND SHUT-OFF VALVES. 15.406 3 N 15442 TRENCHING AND BACKFILL BY GC R FARCH �o3 w..'oz�hi°€° FCO ° rn E g zw �'ao2flfl6i! ETR `v PLANS.COORDINATE WITH GC FOR 3Qo owoQON �---4"SS ETR INSTALLATION SCHEDULE. oz ACC 15.448 MAKE NECESSARY DISCONNECTS AND ww5i TOILET -' -' -' - RECONNECTS OF PLUMBING FIXTURES FOR - RESETAND/OR FINISHES WORK.PROVIDE CONTINUOU SEALANT ALONG THE EDGES OF To S e ACC F \ --ETR 15.451 MAKE NECESSARY AND \ 15.403 P S S 2 RECONNECTS OF PLUMBING FIXTURES FOR I NEW 105 FINISHES WORK.PROVIDE CONTINUOUS _ 11 GALLON TYP SEALANT ALONG THE EDGES OF RECONNECTED FIXTURES. z P2 CUSTOMER FCO FIXTURES.REPLACE URINAL AND WATER w �3 WASTE OIL ETR FCO CLOSET FLUSH VALVES ONLY IF DAMAGED. TANK �4"GW ETR- FCO - ETO 15.460 TRANSITION FROM BLACK STEEL TO - ^ SS 15.442 TYP GALVANIZED STEEL VENT PIPING AT AND NEW EVENT THRU WALL / , \ ETR � INCLUDING ROOF/WALL PENETRATION.INSTALL J AND TERMINATE WITH 1 .�f - - - - - - - - - - - - i- - - - - - - - - UPFLOW VENT CAP.DO NOT MANIFOLD VENT z UPFLOW VENT CAP FD FD - WITH OTHER TANK VENTS OR PLUMBING VENTS. CONTRACTOR SHALL ENSURE THAT 15.460 15.466 FD ETR ETR FD FC01 15.466 SLOPE VENT PIPING BACK TO TANK AT 1/8"PER U VENT PIPING THRU WALL DOES NOT 15.479 15.480 ETR ETR - FOOT. w m PENETRATE A GROUTED CMU CELL STRUCTURAL OUTING AT L15.467 INSTALL BLACK STEEL VENT PIPING INSIDE SUPPORT VENT FCO BUILDING.REF SPECIFICATIONS. 1' 2" O _. FROM WALL ETR 16" PC 1 FD3 15.479 ROUTE VENT PIPING THROUGH WALL.SEAL m 2"V ROUTE e BELOW FINISHED FLOOR. 1'-2" OPENING WITH FOAM SEALANT.INSTALL 1 ESCUTCHEON BOTH SIDES OF WALL. THRU JOISTS DEMO DEMO CONTRACTOR SHALL NEITHER 15.466 P2.1 FD FD FCO ALTER OR UNDERMINE FOOTING. 3 FC01 3._2" 15.480 REMOVE ALL EQUIPMENT,COMPONENTS,PIPING N 15.467 AND SUPPORT HARDWARE SERVING AST BEING O O N SIM 15.405 15.405 ETR REMOVED.REF ACTS ARCHITECTURAL GENERAL O OCID< 10 `� NOTES. � Q ACC PLUMBING PLAN 3'_2" SALES SS �1U1Ll O T ]Iy V 1/8•=1-0 TYP 2 W Z P2 FD3 ' F Lu o L-moo TVP g J -n I I I z TYP 9 _ _ ADJUSTMENTS FURNISHED BY OWNER. ISSUE BLOCK FINAL CONNECTION BY GC. CONNECTTO EXISTING DWV AND WATER SERVICE,REPLACE TAILPIECE,P-TRAP, SUPPLY LINES,AND SHUT-OFF VALVES. 5.406 2 3 4 DREAR GROCERY DWV PLUMBING PLAN 30ADJUSTMENTS PLUMBING PLAN CHECKED BY: EJM DRAWN BY: ORB PROTO CYCLE: 05/30/25 PRIOR TO STARTING DEMOLITION WORK,PLUG ALL FLOOR DRAINS DOCUMENT DATE: 09/03/25 AND/OR FLOOR SINKS WITH EXPANDABLE MECHANICAL PLUG(SIMILAR TO CHERNE ECON-O-GRIP).AFTER WORK IN THE RESTROOMS AREA IS COMPLETE,THOROUGHLY CLEAN ALL DEBRIS FROM FLOOR DRAIN AND/OR FLOOR SINK GRATES AND BODIES.CAMERA SCOPE FROM LOCATION OF WORK THROUGH SANITARY MAINS TO THE MANHOLE OUTSIDE THE BUILDING.IF SANITARY LINES HAVE ANY OBSTRUCTIONS, HYDRO-JET LINES AS NEEDED-TO-0LEAR OBSTRUGTIONS----------- -------- ------ EXIST EWC ° JANITOR 4"SS ETR 5 REPLACE LAVATORY(TYP OF 3). WOMEN S p P2 FC01 PROVIDE BRANCH WASTE AND VENT ETR Ir PIPING IN WALL AS REQUIRED FOR REPLACE FD WHO EXIST FD3 INDIVIDUAL P-TRAPS AT EACH BASIN. FD45S /� - ETR 2' 9 REPLACE FD TVP ALL RESTROOMS 15.429 TYP MS 2"CW ETR 15.406 15.436 " ETR 2 FD4SS (�(`\� 15,451_ - - - EXISTING V-0"X 6'-0"X 1.1.1 P2 FD3 15.429 \ " / 1"TETR > CHECKOUT �/ L22 - ° VTR STRUCTURAL FOOTING AT 16" 3/4"HWR ETR _ _ _ _ BELOW FINISHED FLOOR. TYP Lib 1 1/2"CW ETR ° ETR CONTRACTOR SHALL NEITHER 7 EXIST WOMEN VTR ALTER OR UNDERMINE FOOTING. -- -- Lib ETR EXIST UR EXIST ei 4q, 1\11/T EWC TYP 2 EWC 2"CW ETR REPLACE FD O \-TYP 7 15.451 15.448 WCO FD4S5 P2 ETR -_ 1 2" 4 15.403 - - D U P TYP1"TETR MEN 15.429 (TYP 4) w P2 O -,,"SS ETR - 4"SS FCO 4"SS ETR 4t;�''V_ L16 p•T 15.451 REPLACE FD �EwcT e J REPLACE FD FD4SS _ TYP �C J.Al FC01 ETR 4"SS ETR P2 REPLACE E FD ,.�" Li 5429 �.429 - - - 15.451 - - - 1_C 15.429 FPWH REPLACE LAVATORY(TYP OF 4). TYP 5 MEN ,°TETR ETR PROVIDE BRANCH WASTE AND VENT CONTRACTOR TO VERIFY L A MIN INVERT OF 22"BEE Lib ALCOVE PIPING IN WALLAS REQUIRED FOR O"� dna7 AT FCO PRIOR TO V T ETR INDIVIDUAL P-TRAPS AT EACH BASIN. 9g�eRi� �- TYP ALL RESTROOMS 15.406 5.436 70AAL UNDERGROUND WORK � J - � �> I - - - -_ - O 1O tI '►�3las PRIOR TO STARTING DEMOLITION WORK,PLUG ALL FLOOR DRAINS r C AND/OR FLOOR SINKS WITH EXPANDABLE MECHANICAL PLUG(SIMILARTo CHERN V IN THE RESTROOMS COMPL TEE THOROUGHLY)CLEAN ALLAFTERO DEBRIS FROM FLOOR DRAINAIS ENLARGED AND/OR FLOOR SINK GRATES AND BODIES.CAMERA SCOPE FROM LOCATION OF WORK THROUGH SANITARY MAINS TO THE MANHOLE PLUMBING HUTSIDE HLINESAS BUILDING. IFSANTARY LICLEARNES HAVECTIONSOBSTRUCTIONS, FRONT RESTROOM PLUMBING PLAN PLANS T NEEDED4 p 11/8.,10 O EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ENLARGED CHECKOUT PLUMBING PLAN REAR RESTROOM PLUMBING PLAN ORIGINAL S-BUILDRAWINGS AND MNS.CONOT TEFLECTRACTOR A THOROUGH ONS INT EIR RELDGE TED DRAWINGS THE FAI EXACT ND "AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE I 1/8"=1'-0" 1/g"=1'_p" SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET' DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF P1 .1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. KEYNOTES EXIST ORD ALL PIPING INSTALLED ADJACENT TO OR OVER WALK-IN COOLERS AND FREEZERS 15.105 INSTALL FURNISHED WATER FILTRATION SHALL BE A MINIMUM OF 0'-6"FROM ANY SYSTEM AND UNDER COUNTER WATER EDGE TO ALLOW SPACE FOR EDGE STORAGE TANK PER MANUFACTURER'S ARCHITECT OF RECORD: PROTECTION NETTING.REF ARCH. SPECIFICATIONS.REF ARCH FOR MOUNTING BRA ARCHITECTURE,INC HEIGHT OF DISPENSING UNIT,CENTERLINE OF I—ExUE UNIT SHALL BE 6"FROM EDGE OF COUNTER. —Exuxo vwrzc,xs ssxoa -, THRU WALL INSTALL RO FAUCET IN 4TH SINK HOLE. ..�....n.....n..en, UP HIGH 15.403 CONNECT TO EXISTING SANITARY PIPE OF EQUAL OR LARGER SIZE.VERIFY SIZE, 12"OST ETR 12"OST LOCATION,ELEVATION,AND FLOW DIRECTION AT Fwx."s-xsx-soaa SITE. 15.406 MAKE ALL NECESSARY DISCONNECTS AND DEMO EXISTING 12"OVERFLOW RECONNECTS OF PLUMBING FIXTURES BEING ROOF DRAIN IN WALL.PATCH CO PICKUP PICKUP RELOCATED OR NEW.PROVIDE CONTINUOUS AND REPAIR WALL.DROP COOLER FREEZER SEALANT ALONG THE EDGES OF RECONNECTED EXISTING 12"OVERFLOW DRAIN FIXTURES. TO RUN UNDER THE STRUCTURAL JOISTS. 15.408 ROUTE WATER HEATER P DISCHARGE A w w y y o o FLOOR DRAIN WITH AHJ APPROVED AIR GAP. ho Arco 15.442 TRENCHING AND BACKFILL BY GC,REF ARCH PLANS.COORDINATE WITH GC FOR w o t�zF'�Gsw3V REF CIVIL FOR INSTALLATION SCHEDULE. to w P11 P2 E CONTINUATION O >iy jo �`s_F€am / D1 g iw3soN3a °z€ j Qzo WZwFoo€a��rc3 G - - - - - - - N- - - - - - - g„ a RD1 i 10"ST DOWN p THRU SLAB WITH CO AT+18"AFF 8"ST SLOPE AT 14'PER FOOT w 3 CD DEMO EXISTING 12"OVERFLOW 10 N z ROOF DRAIN IN WALL.PATCH PICKUP P2 z <t7 o v AND REPAIR WALL.DROP STORAGE i EXISTING 12"OVERFLOW DRAIN N =W TO RUN UNDER THE z STRUCTURAL JOISTS. O THRU WALL U UP HIGH EXIST 12"OST 12"OST ETR ORD - _ � %0 N ® 0 FS ao ETR TERMINATE CD AT FS - > < WITH AHJ APPROVED i i �__� 2i AIR GAP - ..oz o p zo� o z� a O J M ao T 7 ui z zzW uU o _moo 10 Job o Z N N I..L PICKUP STORAGE PLUMBING PLAN Q w Z m Q ISSUE BLOCK EXISTING 6'-O"X 6'-0"X V-2" STRUCTURAL FOOTING AT 16" BELOW FINISHED FLOOR. — CONTRACTOR SHALL NEITHER ALTER OR UNDERMINE FOOTING. r - + - - - - - - - - - - - - - - - - - - - - - -- U J 4"SS ETR 15.403 5 4"SS— � FC01 P2 15.442 FCO TYP CHECKED BY: EJM ETR P2 "" 7777 DRAWN BY: DRB PROTO CYCLE: OS/30/25 REF MP1 FOR �- - - - -1"CW-- - - - - - - - - CONTINUATION 9 DOCUMENT DATE: 09/03/25 A B I � I HEALTH SERVICES LA I °sl PHARMACY PHARMACY TOILET D y FURNISHED BY E I PACKAGE,INSTALLED WNER AS x"Y m"b _ x"� ❑ 4 ! 4 O WPART A G5 E,INS ALLED Y GC. WCB 3/4"C OF MODULAR PARTALLED BY GC. � � � � ❑ 'T WH13/4"CW k�3114' 1/2"CW INSTALL ON PLATFORM ABOVE CEILING.REF ARCH.ROUTE TW 8 O O O O \ RELIEF AND DRAIN PAN TO NEW FDi. P2 F 6 — — — — — - 1/2"HW END OPEN OVER FDi.REF„„II 6 7-7 15.408 ! f1/2"HW F01 3/4"HW IT ��yCJUq. 1 W/PRIMER VE 0 1@"CD ❑ C J L_L SLOPE <1742 NAL �- CO ROUTE CONDENSATE DRAIN e 7/3/35 TO SINK TAILPIECE p2,1 I ENLARGED PLUMBING PLANS 7 8 EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND PHARMACY PLUMBING PLAN PLUMBING PLAN EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET' DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF P1 .2 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. 0 ARCHITECT. RECORD: ERR ARCHITECTURE,INC TB816 rAx.9.x-xsx-soaa UPFLOW VENT CAP 2"GALVANIZED PRIMARY VENT PIPE ON tig or° EXTERIOR OF BUILDING = w W � iiRF�w �3 SPARE PORT W/ ` s❑°5'�a a° m STEEL PLUG o E } rc 2"BLACK STEEL FILL PAN WITH COVER 3 ��Q o ,<° O€ PI ,.y RMARY VENT PIPE g 3No oeooy GIN ; INTERIOR ONLY O oo� o-,w�6_ N=g a TB804 TB475 SQUARE WASHER& WASTE PUMP ASSEMBLY MAYBE MOUNTED N €y �o ysorc� KRUEGER EVACUATION HEX NUT LEFT OR RIGHT OF DOOR AS REQUIRED TO GAUGE PORT W/CAM MEET CLEARANCE REQUIREMENTS. LOCK ALL THREAD ROD FENDER WASHER&HEX NUT / TRAPEZE:L3x3x1/4 ANGLE OR UNISTRUT N4 " TB812 P7000 FOR UP TO 12"DIA.PVC PIPE 3/4"DISCHARGE — g CONDENSATE FROM PIPING OR L4x4x1/4 ANGLE OR UNISTRUT P5501 EVAP COIL(S),REF TO R PROVIDE EMERGENCY FOR UP TO 12"DIA.CAST IRON PIPE DRAWINGS VENT FOR INNER TANK, o MATCH EXISTING PORT TOP CHORD OF JOIST A SIZE.DO NOT USE N ADAPTOR. ® SECTION AA MOUNT AND SECURE ON zQ PLATFORM < M v ~ z =W A z UP TO DRAIN BODY U SPARE PORT W/ 3/8"ALL THREAD ROD STEEL PLUG TB476 COOLER DOOR CLEVIS HANGER U FIELD MODIFY DROP TUBE o AS REQUIRED TO PROVIDE INSULATION /� 12"MIN TB812 CUSTOMER RETURN "�ii 3"ABOVE BOTTOM OF N PROVIDE EMERGENCY WASTE OIL(DIY)TANK INNER TANK. PIPE O 0�C7 VENT FOR OUTER TANK, 105 GALLON MATCH EXISTING PORT TB830 INSULATION < SIZE.DO NOT USE D SHIEL ADAPTOR. �p END VIEW ^Z o O 12"MAX SIDE VIEW z 0 p 0, a NOTE: I n�` O J m 1. SPACE HANGERS AND SUPPORTS IN ACCORDANCE W ITH SPECIFICATIONS. U�J 0,p 2. DO NOT SUPPORT PIPING FROM BOTTOM CHORD OF BAR JOISTS. /n Q O 3. DO NOT HANG 2 OR MORE 8 INCH OR LARGER PIPES BETWEEN THE SAME JOIST SPACE. v LLI Z 4. THE USE OF BEAM CLAMPS IS NOT PERMITTED. v Z 5. LOCATE SUPPORT AS CLOSE TO JOINT AS POSSIBLE BUT NOT MORE THAN 12"FROM FITTING. w m o zuo gg o� GALLON CUSTOMER WASTE OIL TANK ROOF DRAIN PIPE SUPPORT 9 CONDENSATE PUMP ELEVATIONo&105 � NTS 1O NTSNITSw Q� Z m 0 SECTION AA ISSUE BLOCK THRU BOLT(TYP) SQUARE WASHER &HEX NUT PIPING BRACKET(TYP) ALL THREAD ROD(TYP) CARRIER PIPING BRACKET FOR 61NCH PIPE AND LARGER, FITTING INSULATION USE THRU BOLT CONNECTION, FENDER WASHER&HEX NUT GASKET FACE PLATE WHERE POSSIBLE.USE TRAPEZE HEX JAM NUT PIPING HANGER WHERE JOIST WEB CARRIER INSULATION SHIELD CONFLICTS WITH THRU BOLT. REF ARCH FOR ROOF PENETRATION BODY MOUNTING STUD AND FLASHING DETAILS ROOF INSULATION BACK-UP 24"MIN FOR S INCH TOP BEAM ROOF / NUT PIPE AND LARGER C-CLAMP(TYP) I 3" 6"M M A ROOF DECKING(TYP) g WASHER X VACUUM RELIEF VALVE(3/4" HW SUPPLY TO MA BEAM CLAMP BOWL WATTS MUM ABOVE OR EQUAL) SYSTEM _ 2 x 2 x NI ANGLE OR 1 5/8 z o STABILIZER 12"MIN IMUM ABOVE TOP OF BALL VALVE TYP // � __ TOP CHORD 1 5/8 UNISTRUT TO TOP WATER HEATER 3/8"ALL INSULATION(TYP) A' ® OF JOIST CHORD OF BAR JOISTS CHINA CLOSET CW SUPPLYTO WATER THREAD PIPING(TYP) FLANGE CAP HEATER ROD ALL THREAD ROD USING HEX WASHER SET CARRIER T FIBER NUT CHECKED BY: EJM a JOIST EXPANSION TANK HEAD MACHINE SCREW WASHER MOUNT PIPE WITH U-BOLT TO 1 1/2 X 1 1/2 X 1/4 (ONE EACH SIDE FACE 2.5"x2.5"x.25"ANGLE OR INSULATION SHIELD(TYP) JOIST PANEL POINTS(TYP) PLATE PYLON DRAWN BY: DRB '-O ANGLE IRON BOLTED TO ) I 1 5/8"z1 5/8"UNISTRUT FOOT HEAT TRAP DOWN TO MID I I DIELECTRIC UNION TYP CLEVIS HANGER(TYP) MAINTAIN VISIBLE ANGLE OR UNISTRUT PROTO CYCLE: 05/30/25 POINT OF HEATER TANK — CLEARANCE BETWEEN PIPE USE ONLY NEOPRENE FIXTURE TYP OF 2 WALL ANGLE SUPPORTS TYP HORIZONTAL SUPPORT I VERTICAL SUPPORT AND JOIST MEMBERS(TYP) ATTACH CARRIER BODY GASKET FURNISHED WITH CARRIER. I TO ADJUSTABLE FITTING DO NOT USE WAX RING. U DOCUMENT DATE: 09/03/25 USING HEX HEAD CAP SPPORTPLATFORM WATER T&P RELIEF SCREW TYP OF 4 ADJUSTABLE REFARCH HEATER NOTE: EXTENSION GALVANIZED SHEET METAL DRAIN 1. UTILIZE FOR ALL PIPING EXCEPT SPRINKLER,ROOF DRAIN,AND REFRIGERATION PIPING. DELETE WALL BRACKETING FOR PAN(MIN 24 GAUGE 1 1/2"DEEP). 2. SPACE HANGERS AND SUPPORTS IN ACCORDANCE WITH SPECIFICATIONS. INSTALLATION NOTES: UNDERCOUNTER APPLICATIONS. DELETE DRAIN PAN FOR FLOOR 3. LOCATE HANGERS WITHIN 3 INCHES OF JOIST PANEL POINTS U.N.O. 1. INSTALL CARRIERS AND WATER CLOSETS IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION PROVIDE HOUSEKEEPING PAD MOUNTED OR UNDERCOUNTER 4. LOCATE SUPPORT AS CLOSE TO JOINT AS POSSIBLE BUT NOT MORE THAN 12"FROM FITTING. INSTRUCTIONS. APPLICATIONS. 5. DO NOT SUPPORT PIPING FROM BOTTOM CHORD OF BAR JOISTS. FOR FLOOR MOUNTED 6. DO NOT HANG 2 OR MORE 8INCH OR LARGER PIPES BETWEEN THE SAME JOIST SPACE. 2.INSTALL CENTERLINE OF CARRIER BOTTOM MOUNTING STUDS 5 3/4"ABOVE CONCRETE FOR WC3. APPLICATIONS.REF PLANS AND 7. INDIVIDUAL PIPES 3 INCH AND SMALLER NOT REQUIRED TO BE WITHIN 3 INCHES OF PANEL POINT. 3.INSTALL CENTERLINE OF CARRIER BOTTOM MOUNTING STUDS 7 314"ABOVE CONCRETE FOR WC4. PIPE FULL SIZE WITH AIR WATER HEATER SCHEDULE FOR 8. FOR PIPE RUNNING PARALLEL TO JOISTS,ATTACH TRAPEZE BEAM CLAMPS TO JOISTS ON EACH SIDE OF PIPE TYP. 4.AFTER WALL TILE INSTALLATION IS COMPLETE,SET CARRIER ADJUSTABLE EXTENSION AND CUT MOUNTING ALTERNATE MOUNTING GAP 9. TRAPEZE HANGERS AND ALL THREAD RODS ARE SIZED TO CARRY(MAX)6-3 INCH DIAMETER COPPER PIPES FULL OF WATER(37.62 LBS/FT)OR EQUIVALENT. STUDS TO CORRECT LENGTH USING CARRIER MANUFACTURER FURNISHED JIG.PERFORM THIS TASK PRIOR INFORMATION. IF LOAD EXCEEDS MAXIMUM,CONTACT THE FOR FOR PROPER SIZING TO SETTING THE BOWL. 80 NWATER HEATER PIPE SUPPORT (�)_EARRI ER/WATER CLOSET INSTALLATION 7 NTS GRADE OR FLOOR SLAB ALL DRAINS AND CLEANOUTS ON THE INSTALL OPEN HALF NOTE:IF EXIST FLOOR SLOPES TO NOTE:THIS DETAIL APPLIES ONLY To AI SALES FLOOR SHALL BE FLUSH WITH OF GRATE UNDER DRAIN,COORDINATE WITH KEYNOTED NOTRESTROOMUSED FLOOR DRAINS THE TOP OF CONCRETE SLAB;DO NOT REFRIGERATED CASE ARCHITECTURAL FOR FLOOR DRAIN AND SHALL NOT BE USED FOR DRAINS TRENCH AND SLOPE FLOOR TO THESE DRAINS TO BE FLUSH WITH FINISH FLOOR. AND CLEANOUTS ON THE SALES FLOOR. BACKFILL COLUMN OR ACCESS TO CONDENSATE PER SPECS.TTAPE LINE PIPE MAY EXTEND PARTITION CASE CONDENSATE DRAIN, DRAIN IS THRU REMOVABLE PIPEWARNING AS WASTE OR VENT. AS SHOWN END OPEN OVER DRAIN PANEL ON FRONT OF TERIOR TO ON FLOOR WITH AIR GAP REFRIGERATED CASE SET TOP OF DRAIN TO BE FLUSH BUILDING FOOTING \ .) PLAN. REF REFRIGERATION f WITH FINISH CONCRETE OVERLAY. OR FOUNDATION REFRIGERATED COORDINATE FINISH ELEVATION BEWARE OF UNDERMINING BUILDING \ CLEANOUT CASE KICKPLATE SQUARE TOP FLOOR IN WITH GENERAL CONTRACTOR. CMG J.Af FOUNDATIONS.VERIFY WITH THE FACE SHALL �4P ARCHITECT HOW CLOSE YOU MAY \ ( Y FLOOR CONCRETE OVERLAY TILE WHERE TRENCH TO THE FOUNDATIONS. BE WITHIN DO NOT SLOPE 4"OF WALL FLOOR TO DRAIN INDICATED ON ARCHITECTURAL y MEMBRANE CLAMP PIPE CLEANOUT COVER SURFACE. " a FLOOR FINISH PLAN) PARALLEL TO FOOTING WHERE CLEANOUT TEE ^° ° ^ FLOOR SLAB ON GRADE CONCRETE PROVIDE , FLOOR O d1in7 IS CONCEALED IN A EXTENSION FLOOR SLAB GRADE,PAVING,OR FLOOR. CHASE OR PARTITION IF REQUIRED. " 0NAL PROVIDE PVC SLEEVE FOR FLOOR DRAIN BODY ' SAME SIZE AS SEWER NO PIPE SHALL FOUNDATION WALL PENETRATIONS. WITH 2"OUTLET FLOOR DRAIN BODY WITH CAULK OR /3I35 PASS THROUGH _ PIPE INCREASER(IF PUSH ON OUTLET,(REF PLANS FOR UP TO 4"MAXIMUM FOOTING PAD. REQUIRED) SIZE)MEMBRANE CLAMPING COLLAR. VERIFY WITH ARCHITECT WHAT TO DO IF LONG SWEEP ELBOW AT 6" PIPE MUST PASS BELOW FOUNDATION FLOOR END OR TURN OF RUN ° MIN. FOOTING PAD.DO NOT TRENCH UNDER DRIP SLAB NOTE: PLUMBING 3„ LINE OF TREES. PIPE INCREASER ONLY REQUIRED PLUMBING COMBINATION WYE AND CONTRACTOR MIN. IF CONNECTING WASTE LINE SIZE DEEP-SEAL P-TRAP DETAILS EIGHTH BEND IN RUN. IS RESPONSIBLE COMBINATION WYE AND SHOWN ON PLANS IS LARGER MIN.4"WATER SEAL ENTER TOP OF PIPE. FOR LOCATION LONG SWEEP AT END OF LINE EIGHTH BEND IN RUN. THAN FLOOR DRAIN OUTLET SIZE DIRECTION AND ELEVATION S' TRANSVERSE TO FOOTING OR COMBINATION WYE AND ENTER TOP OF PIPE. DEEP-SEAL P-TRAP OF FLOW OF SLEEVES. MIN. EIGHTH BEND IN DIRECTION MIN.4"WATER SEAL VERIFY EXCAVATION CONDITIONS(SOILIROCK)WITH GEOTECHNICAL REPORT AND/OR SITE RUN OF LINE. INVESTIGATION.REFER TO SPECS FOR OTHER CONDITIONS. OF FLOW LOCATE FLOOR DRAIN WHERE SHOWN ON DIMENSIONED PLUMBING FLOOR PLAN LOCATE FLOOR DRAIN WHERE SHOWN ON DIMENSIONED PLUMBING FLOOR PLAN. FLOOR CLEANOUT d PIPE AND TRENCH LOCATION (��E RIGERATED CASE DRAIN OPEN FLOOR AREA DRAIN - RR 5T NTS (��L_LCLEANO�UT ... , I NTS SHEET: P2 0 ARCHITECT. RECORD: ERR ARCHITECTURE,INC m Sww U oa�i LAVATORY OR ZV j�OC�€UF€p SINK WHERE p �LL wa�oz hizo SHOWN ON FLOOR zw;�soNQo€<G�w PLANS PLUMBINGVENT o�o�6pN CONNECT CONDENSATE PIPE m €� $`c',so'rc`-�' DRAIN TO BRANCHING CONDENSATE TAILPIECE(REFER TO DRAIN PIPE AS SCHEDULE)OF FIXTURE, SHOWN ON PLANS, SIZE AT LEAST AS LARGE AS CONCEALED IN INDIRECT DRAIN.USE WALL OR CHASE 4A N " ADAPTERS AND FITTINGS AS REQUIRED PROVIDE ESCUTCHEON v m 3 PROVIDE AT CEILING AND WALL - PENETRATIONS INSULATION ON PIPE AND P-TRAP WASTE PIPE z < 6 e z z =W z PIPING ARRANGEMENT SHOWN IS SCHEMATIC:ADJUST TO SUIT FIELD CONDITIONS.REFER TO U SPECIFICATIONS FOR FURTHER INFORMATION ABOUT PIPES,INSULATION,AND ESCUTCHEONS. PROVIDE PIPE SIZES OF INDIRECT DRAINS AS SHOWN ON PLANS,AND PIPE MATERIALS AS SPECIFIED.DO NOT DISCHARGE WATER HEATER T&P RELIEF VALVE DISCHARGE INTO SINK OR p TAILPIECE.PROVIDE ENGRAVED PLASTIC LABELS ATTACHED TO WALL NEXT TO WALL m PENETRATIONS:"CONDENSATE DRAIN","AUXILIARY CONDENSATE DRAIN","WATER HEATER DRAIN PAN",ETCETERA AS APPROPRIATE.PROVIDE MULTIPLE CONNECTIONS TO TAILPIECE IF INDICATED ON FLOOR PLAN. O 0 2 CONDENSATE DRAIN TO SINK TAILPIECE NTS �_ � z c oo O �J O 2 j a Zr I— Ir Q Q a CD W Z � uZ UJo m o z g J -Z N r 2'-0"MINIMUM FROM PARAPET OR EDGE OF ROOF w z z m 0 REF ISSUE BLOCK ARCHITECTURAL FOR ROOF PENETRATION FLASHING DETAILS UPFLOW VENT AND VENT PIPE CAP TERMINATIONS ROOF SLOPE TANK VENT 1/8"PER FT jL REF:DETAIL C THRU WALL OPTION,REF ROOF JOIST DRAWINGS GIRDER TOP CHORD O INSTALL VERTICAL TOP BEAM CLAMP TYP TRAPEZE SUPPORTS AT 10'-0"MAX JOIST PANEL�POINTT UNISTRUT P5000 CHECKED BY: EJM OR SIMILAR TO A MAX OF 6". DRAWN BY: DRB SCREW FASTENER 1U-0"MAX MINIMUM 3/8"DIA PER WALL TYPE,REF (0) (0) PROTO CYCLE: 05/30/25 DETAIL A. 1'-0"MAX FROM ELBOW,TVP ALL-THREAD ROD FOR ALL PIPE HANGERS 4" DOCUMENT DATE: 09/03/25 EXISTING(CMUNJOOD STUD/STEEL STUD)WALL DIA OR SMALLER NTD:VERIFY FROM AS-BUILTS AND FIELD SCOPE INFORMATION EXISTING WALL TYPE USE SPLIT RING HANGER. HANG 2"PIPE AND ADD WALL TYPE TO CLARIFY WHICH REF:DETAIL----, REFERENCE SPECIFICATIONS A,TYP 10'MAX FOR LARGER THAN 2"PIPE. HANGER BLOCKING DETAIL TO USE. BETWEEN RING TYP OFFSET WALL MOUNT SUPPORTS, TYP PIPE RUNNING PERPENDICULAR TO JOISTS * VENT PIPE SUPPORT EXISTING(CMUNJOOD STUD/STEEL STUD)WALL —NTS TOP BEAM CLAMP TYP OFFSET NEW VENT PIPING ALL THREAD ROD AROUND EXISTING TYP OBSTACLES WHEN PRESENT. ZZ�UNISTRUT SIZED PER NFPA 30 TOP CHORD OF JOIST MINIMUM 3l8"DIA EXISTING IF OFFSET OF VENT PIPE WILL REQUIRE MORE - ALL THREAD - - - no (0) UNISTRUT,P1000 ALL-THREAD ROD FOR WALL FINISH OR EQUIVALENT THAN 6"OF UNISTRUT,ROUTE VENT PIPE TO S-0"MAX ROD TYP ALL PIPE HANGERS 4" WALL FROM TANK AND ROUTE VENT PIPE AROUND OBSTACLES WITH ADDITIONAL WALL DIA OR SMALLER MOUNTS AND BENDS AS REQUIRED. ONE OPEN JOIST BAY MINIMUM BETWEEN TRAPEZE HANGERS UNISTRUT TAPCON 1/4"X 3-1/4" HANGER SCREW FASTENER. EXISTING 3"MIN RING TYP GJ. PIPE������ CMU WALL SUPPOR q 24 b p EXISTING B OIL TANKTE MIN DO NOT HANG 2 OR MORE THIS DETAIL REPRESENTS IN A GENERAL PIPES 4"OR LARGER BETWEEN y CMU WALL LOCATED IN WAY TYPICAL BULKIWASTE OIL VENT PIPING. THE SAME JOISTS p,� 41.D._142ap +' PIT OR USE SPLIT RING HANGER. ROUTE VENT PIPING TO WALL FROM MECHANICAL ROUTE A MAXIMUM REFERENCE SPECIFICATIONS ei9jO1.AL BULKNJASTE OIL TANK AND OFFSET AT ROOM OF(3)2"VENT PIPES FOR LARGER THAN 2"PIPE. ROOF STRUCTURE AS REQUIRED FOR PER ONE UNISTRUT COMPLETE INSTALLATION.PROVIDE '►SPAN 3/35 SUPPORTS FOR ALL VERTICAL AND PIPE RUNNING PARALLEL TO JOIST CMU WALL HORIZONTAL RUNS OF VENT PIPING. UTILIZE THESE HANGING METHODS FOR ALL 2"TO 4" VENT PIPES.SPACE TRAPEZE HANGERS PER EVERY PLUMBING 10'-0".LOCATE HANGERS WITHIN 3 INCHES OF WALL MOUNT JOIST PANEL POINTS. DETAILS A VENT PIPE SUPPORT VENT THRU ROOF AND PIPE SUPPORT C PIPE SUPPORT NTS cl NTS NTS AUTO CENTER DETAILS NTS SHEET P2.1 PLUMBING SYMBOLS WATER HEATERS/STORAGE TANKS TOILET PLUMBING FIXTURE SCHEDULE —CWV— COMBINATION WASTE AND VENT ALL PRODUCTS ON THIS SCHEDULE ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTOR.REFER TO ALL PRODUCTS ON THIS SCHEDULE ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTOR.REFER TO SPECIFICATIONS. —SS— SANITARY SEWER ARCHITECT OF RECORD: SPECIFICATIONS. BRANCH SIZES(MIN BRA ARCHITECTURE,INC —GW— GREASE WASTE rwvexDE TANK HEAT MARK FIXTURE CW HW WASTE VENT MANUFACTURER MODEL TRIM AND ACCESSORIES NOTES —E—N.M1wRx,xssszwe SIZE INPUT ELECTRICAL Li LAVATORY 1/2" 1 1/2" 1 1/2" AMERICAN STANDARD 0355.012.020 FAUCET:TOTO TEL105-D10E#CP-0.5 GPM SENSOR OPERATED SELF-GENERATING POWER SYSTEM,STANDARD SPOUT,4"COVER PLATE, A —OW— OIL WASTE MARK AREA SERVED MANUFACTURER MODEL (GAL) MBH KW V PH HZ NOTES TEMPERED TOTO LT307.4 GRID STRAINER WITH TAILPIECE,P-TRAP WITH CLEANOUT,STOP VALVES,SS BRAIDED WATER SUPPLIES AND ESCUTCHEONS. wx.9.3-xsx-soa CARRIER:JOSAM 17100,WADE W-520 —CD— CONDENSATE DRAIN WH 1 PHARMACY A.O.SMITH PREFERRED DEL-6 6 2 120 1 60 LAVATORY ENCLOSURE:TRUEBRO LAV-SHIELD 2018 RHEEM COMMERCIAL EGSP6 L2 LAVATORY 1/2" 1/2" 1 1/2" 1 1/2" AMERICAN STANDARD 0355.012.020 FAUCET:TOTO TEL105-D10E#CP-0.5 GPM SENSOR OPERATED SELF-GENERATING POWER SYSTEM,STANDARD SPOUT,4"COVER PLATE, A BRADFORD WHITE COMMERCIAL LE16U3-1 TOTO LT307.4 GRID STRAINER WITH TAILPIECE,P-TRAP WITH CLEANOUT,STOP VALVES,SS BRAIDED WATER SUPPLIES AND ESCUTCHEONS.PROVIDE —PD— PUMP DISCHARGE GENERAL INFORMATION(WATER HEATERS): THERMOSTATIC MIXING VALVE. 1. FURNISH WITH INCO-LOY HEATING ELEMENTS FOR ELECTRIC WATER HEATERS. CARRIER:JOSAM 17100,WADE W-520 ID — INDIRECT DRAIN 2. FURNSH WTH ASME TEMPERATURE AND PRESSURE RELIEF VALVE FOR ALL WATER HEATERS AND STORAGE TANKS. LAVATORY ENCLOSURE:TRUEBRO LAV-SHIELD 2018 3, FURNISH WITH VACUUM RELIEF VALVES FOR ALL WATER HEATERS AND STORAGE TANKS. ASSE 1070 THERMOSTATIC MIXING VALVE:ZURN ZW3870XLT(SET TO 105°F) —ST— STORM SEWER 4. 140°F OUTLET TEMPERATURE. L16 LAVATORY DECK 1/2" 1 112" 1 1/2" VERONA SM00046-3SCN VERONA:WALL MOUNTED,ONE-P QUARTZIA DECK(BIANCO SAND) E h 3-STATION REMBRANDT RSM-UM7300-90"-00-SB REMBRANDT:WALL MOUNTED,ONE-PIECE QUARTZ DECK(SNOW BLIND) o o. NOTES: TEMPERED BOWL:CHINA SHELL CH-6360 UNDERMOUNT I8"X13"CHINA BOWL(S) —RD— ROOF DRAIN LINE o A. INSTALL WATER HEATER ON PLATFORM PROVIDED BY GENERAL CONTACTOR.REF ARCH DRAWINGS FOR WATER HEATER SUPPORT DETAIL. VERONA BASE:ACORN EN1121AO-002 ENVIRO-GLAZED WHITE ENCLOSURE. B. PROVIDE 4"THICK CONCRETE HOUSEKEEPING PAD. REMBRANDT BASE:METZFAB MET-PRT-420-000 WHITE ENCLOSURE. —ORD— OVERFLOW ROOF DRAIN LINE ` s❑° '�awa°om C. FURNISH WITH EXPANSION TANK ETA. FAUCET:TOTOT25S51E#CP-0.5 GPM SENSOR OPERATED SELF-GENERATING POWER SYSTEM.CHROME PLATED BRASS P-TRAP WITH 0 E, H orow>�€aa D. FURNISH WITH EXPANSON TANK ETB. CLEANOUT,GRID STRAINER WITH TAILPIECE. Z o�w¢a�o ow E. FURNISH WITH EXPANSION TANK ETC. CONNECTION ACCESSORIES:(1)STOP VALVE,(1)3/8"X 1/2"SS BRAIDED WATER SUPPLY PER FAUCET;TMV NOT REQUIRED. ------- SIPHONIC ROOF DRAIN LINE O 3"¢w."jpz fOiz€° F. FURNISH WITH NON-SIMULTANEOUS,DUAL-ELEMENT OPERATION.SCHEDULED KW IS FOR INDIVIDUAL ELEMENT. L22 LAVATORY DECK 1l2" 1 1/2" 1 1/2" VERONA SM00046-1$ VERONA:WALL MOUNTED,ONE-PIECE QUARTZIA DECK(BIANCO SAND) E �°'; aoyQo€a G. FURNISH WITH SIMULTANEOUS,MULTIPLE ELEMENT OPERATION. g 3< azw 1-STATION REMBRANDT RSM-UM7100-30"-00-SB REMBRANDT:WALL MOUNTED,ONE-PIECE QUARTZ DECK(SNOW BLIND) --- DOMESTIC COLD WATER O oo� H orc3 H. RECOVERY RATE:145 GPH AT 100°F RISE. TEMPERED BOWL:CHINA SHELL CH-6360 UNDERMOUNT I8"x13"CHINA BOWLS) a ww#ova- w I. RECOVERYRATE:190GPHAT 100°FRISE. VERONA BASE:ACORN EN1121AO-002 ENVIRO-GLAZED WHITE ENCLOSURE. N €� $c,t',so'rc`-�' J. RECOVERY RATE:230 GPH AT 100°F RISE. REMBRANDT BASE:METZFAB MET-PRT-420-000 WHITE ENCLOSURE. ---— DOMESTIC HOT WATER K. FURNISH WITH CONDENSATE NEUTRALIZATION KIT(JJM BOILER WORKS OR EQUAL)PER MANUFACTURER'S RECOMMENDATIONS WHEN REQUIRED BY LOCAL FAUCET:TOTO T25S51 E#CP-0.5 GPM SENSOR OPERATED SELF-GENERATING POWER SYSTEM.CHROME PLATED BRASS P-TRAP WITH CODE. CLEANOUT,GRID STRAINER WITH TAILPIECE. —--- DOMESTIC HOT WATER RETURN L. FURNISH WITH DRAIN PAN. CONNECTION ACCESSORIES:(1)STOP VALVE,(1)3/8"x 1/2"SS BRAIDED WATER SUPPLY PER FAUCET;TMV NOT REQUIRED. WC2 WATER CLOSET 1 1/4" 4" 2" TOTO CT705ELN FLUSH VALVE:ZURN ZER6000AV-SM-1.28 GPF SENSOR OPERATED DUAL SEAL DIAPHRAGM BATTERY POWERED SYSTEM WITH MANUAL C —IW— IRRIGATION WATER ACCESSIBLE AMERICAN STANDARD 3043.001.020 OVERRIDE. �� gSa (FLOOR MOUNT) ELONGATED SEAT:BEMIS 1055SSC,MAINLINE ML 1055SSC — - CAST IRON FLOOR FLANGE:JONESPEC CF-2984-CI4,TYLER 2-252TS2,WITH"NO SEEP"WAX RING AND BRASS ANCHOR BOLTS. —T— TEPID OR TEMPERED WATER w w 3 WC8 WATER CLOSET 1/2" 4" 2" TOTO C5T744EL 1.28 GPF FLUSH TANK W/LOCKING COVER REVERSE OSMOSIS WATER ACCESSIBLE AMERICAN STANDARD 215AA.104 ELONGATED SEAT:BEMIS 1055SSC,MAINLINE ML1055SSC -RO-S/RO-D- (STOREI ,OSMSPE S I M (TANK) SUPPLY LINE:STAINLESS STEEL BRAIDED HOSE,1/4 TURN BALL VALVE STOP. i (FLOOR MOUNT) CAST IRON FLOOR FLANGE:ZURN CF-2984-CI4,TYLER 2-252TS,W ITH"NO SEEP"WAX RING AND BRASS ANCHOR BOLTS. F— FILTERED WATER z GENERAL INFORMATION(ALL FIXTURES): 1. SUBSTITUTIONS NOT PERMITTED.REF SPECIFICATIONS FOR APPROVED MANUFACTURERS OF THE FOLLOWING TRIM AND ACCESSORIES: __Npyy__— NON-POTABLE WATER Z -P-TRAP WITH CLEANOUT PLUG:POLISHED CHROME-PLATED TUBULAR BRASS,17 GAUGE WITH BRASS NUTS AND SLIP INSERTS. U -SS BRAIDED WATER SUPPLY:FLEXIBLE BRAIDED STAINLESS STEEL(SS)OUTER SHEATHING WITH REINFORCED PVC INNER TUBING. -STOP VALVES:CHROME PLATED BRASS,QUARTER TURN ANGLE STOP VALVES.NOTE : —G— NATURAL GAS U A. FURNISH WITH 1/2"X 3 3/4"STAINLESS STEEL SIMPSON WEDGE-ALL WEDGE ANCHORS FOR ALL BOOR MOUNTED FIXTURE CARRIERS. —A— COMPRESSED AIR o B. REFERENCE ARCHITECTURAL DRAWINGS FOR EWC2 ORIENTATION. C. COORDINATE WATER ROUGH-IN HEIGHT FROM MANUFACTURER'S INSTALLATION INSTRUCTIONS WITH GRAB BAR LOCATION.REF ARCH. ----V---- PLUMBING VENT D. USE SAME MANUFACTURER FOR UR1 AND UR2. %0 N E. FURNISH WITH LAVATORY DECK ASSEMBLY FIXTURE AND TRIM. ----VBF---- VENT BELOW FLOOR (:::D CID<rn —VAC— PLUMBING VACUUM O O PLUMBING FIXTURE SCHEDULE ———— DEMO PIPE "o ALL PRODUCTS ON THIS SCHEDULE ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTOR.REFER TO SPECIFICATIONS. z 0 a BRANCH SIZES(MIN) UNION �7 O J r- MARK FIXTURE CW HW WASTE VENT MANUFACTURER MODEL DESCRIPTION,TRIM AND ACCESSORIES NOTES �qq N D'a GAS PRESSURE REGULATOR Si SINK(VC) 1/2" 1/2" 2" 1 1/2" ELKAY BPSR15 3 HOLES,0.5 GPM FLOW RESTRICTOR AND AERATOR C,D.H W Z 1-COMPARTMENT FAUCET LEAD FREE:ELKAY LK-800GN05L2 STAINLESS STEEL DRAIN:DEARBORN BRASS 3784 GAS COCK F LU S2 SINK(RX) 112" 112" 2" 1 1/2" DAYTON BY ELKAY D-12521 4 HOLES,2.2 GPM FLOW RESTRICTOR AND AERATOR C,D,H 0 0 1-COMPARTMENT KOHLER K-3348 FAUCET LEAD FREE:ELKAY LK-1000,KOHLER K15071-P C ELBOW-TURNED DOWN STAINLESS STEEL DRAIN:ELKAY LK35,KOHLER K8801 'n n` J Z U) S3 SINK(BR) 1/2'. 1/2" 2" 1 1/2" ELKAY LRAD2918 3 HOLES,DROP-IN STYLE,6 1/2"MAXIMUM DEPTH C,D,H 0-- ELBOW-TURNED UP Uv n 2-COMPARTMENT JUST MANUFACTURING DL-ADA-1829-A FAUCET LEAD FREE:SPEAKMAN SC-5724-E,ZURN Z871 C4-XL STAINLESS STEEL 2.2 GPM FLOW RESTRICTOR,AERATOR — Q o DRAIN:ELKAY LK-35,JUST JB-99 TEE-TURNED DOWN o m TMV THERMOSTATIC 3/4" 3/4" LAWLER 570 LEAD FREE HEAVY CAST BRONZE BODY VALVE,ROUGH BRONZE FINISH,BIMETAL MIXING VALVE LEONARD 370.LF THERMOSTAT OR THERMAL MOTOR,INTEGRAL CHECK VALVES,LIMIT STOP SET AT 105°F TEE-TURNED UP z ZURN ZW3870XLT UNLESS NOTED OTHERWISE.MINIMUM FLOW RATE 0.5 GPM.CONFORM TO ASSE 1017/1070. GENERAL INFORMATION(ALL FIXTURES): BALL VALVE 1. SUBSTITUTIONS NOT PERMITTED.REF SPECIFICATIONS FOR APPROVED MANUFACTURERS OF THE FOLLOWING TRIM AND ACCESSORIES: -P-TRAP WITH CLEANOUT PLUG AND SINK CONTINUOUS WASTES:POLISHED CHROME-PLATED TUBULAR BRASS,17 GAUGE WITH BRASS NUTS AND SLIP INSERTS. fki FLOW CONTROL VALVE -SS BRAIDED WATER SUPPLY:FLEXIBLE BRAIDED STAINLESS STEEL(SS)OUTER SHEATHING WITH REINFORCED PVC INNER TUBING. ISSUE BLOCK -STOP VALVES:CHROME PLATED BRASS,QUARTER TURN ANGLE STOP VALVES. PLUG VALVE NOTES: A. MOUNT EYEWASH 36"AFF TO TOP OF HEAD SPRAY. CHECK VALVE B. INSTALL MOP SINK FAUCET AT 32"AFF AND LOCATE TWO MOP HANGER BRACKETS SIDE BY SIDE NEAR MOP SINK. C. FURNISH WITH ZURN TMV(MODEL ZW3870XLT)UNLESS SERVED WITH TEMPERED WATER OR NOTED OTHERWISE ON PLUMBING DRAWINGS.SET AT 120°F. 1DC SHUT-OFF VALVE IN VERTICAL LINE D. TRIM WITH OFFSET TAILPIECE,5/8"ARMAFLEX INSULATION ON EXPOSED HOT WATER AND DRAIN LINES.HOLD ALL EXPOSED PIPING HIGH AS POSSIBLE. E. REFER TO MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR ACTUAL ROUGH-IN HEIGHT REQUIREMENTS. F. FURNISH WITH I/2"X21/2"STAINLESS STEEL SIMPSON WEDGE-ALL ANCHORS FOR ALL FIXTURES. BACKFLOWPREVENTER G. CONTRACTOR TO COORDINATE THE REQUIRED CARRIER PRIOR TO ORDERING. H. SINK FURNISHED WITH CABINET ASSEMBLY.INSTALLATION BY CONTRACTOR. M� WATER METER I�WASTE PUMP SCHEDULE WATER HAMMER ARRESTOR �ALL PRODUCTS ON THIS SCHEDULE ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTOR.REFER TO SPECIFICATIONS. THERMOMETER MANUFACT PUMP ELECTRICAL HEAD �, T&P RELIEF VALVE MARK SERVICE URER MODEL QTY HP V PH HZ GPM (FT) DESCRIPTION P71 WASTE PUMP WITH LITTLE GIANT VCL-45ULS 1 0.2 120 1 60 4 25 FURNISH PUMP WITH 1 GALLON BASIN WITH 1-1/8"INLET OPENING,FLOAT SWITCH,CHECK VALVE ON � THERMOSTATIC MIXING VALVE BASIN DISCHARGE,AND 6'POWER CORD. (MULTI USE) ® FD FLOOR DRAIN O RD ROOF DRAIN/OVERFLOW ROOF DRAIN CHECKED BY: EJM ROOF DRAIN SCHEDULE ® FS FLOOR SINK DRAWN BY: ORB PROTO CYCLE: 05/30/25 ALL PRODUCTS ON THIS SCHEDULE ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTOR.REFER TO SPECIFICATIONS. ---@(:EM FLOOR CLEANOUT MARK MANUFACTURER MODEL DESCRIPTION DOCUMENT DATE: 09/03/25 RD1 JOSAM 21500(¢10"),29112(12") COATED CAST IRON BODY,BOTTOM OUTLET,NO-HUB ROOF DRAIN WITH CAST OR DUCTILE IRON �O CO YARD CLEANOUT WATTS RD-300(¢10"),RD-500(12") DOME,MEMBRANE CLAMP,ADJUSTABLE EXTENSION(OR EXTENSION SIZED FOR ROOF ZURN Z100-EA(¢-8"),Z101-EB(10"-12") INSULATION),SUMP RECEIVER,AND UNDERDECK CLAMP.ADJUSTABLE EXTENSION NOT pW FREEZE PROOF WALL HYDRANT WADE 3000(¢12") PERMITTED FOR JOSAM RDs.UNDERDECK CLAMP AND SUMP RECEIVER NOT REQUIRED FOR ZURN TOP-SET INSTALLATION. HB HOSE BIBB FLOOR DRAIN SCHEDULE ALL PRODUCTS ON THIS SCHEDULE ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTOR.REFER TO SPECIFICATIONS. O-il© WALL CLEANOUT MARK MANUFACTURER MODEL DESCRIPTION FD1 SIOUX CHIEF 842 LIGHT DUTY ADJUSTABLE PVC WITH THREADED ADAPTER AND 5"DIAMETER NICKEL BRONZE RING CONNECT TO EXISTING JOSAM VEF 400J AND FASTENED GRATE OATEY 72000 ETR EXISTING TO REMAIN FD3 SIOUX CHIEF 860 LIGHT DUTY PVC WITH 9"DIAMETER LOOSE SET PVC HALF GRATE JOSAM FD-370 EXIST EXISTING WITH MODIFICATIONS FD4SS JOSAM 3000S-SS STAINLESS STEEL FLOOR DRAIN,6"X 6"SQUARE TOP,SECURED GRATE ZURN ZS415-3NH-6S-P CLEANOUT SCHEDULE ALL PRODUCTS ON THIS SCHEDULE ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTOR.REFER TO SPECIFICATIONS. MARK MANUFACTURER MODEL DESCRIPTION CO CONTRACTOR THREADED,COUNTERSUNK CLEANOUT PLUG SAME AS SANITARY WASTE PIPING MATERIAL PROVIDED UNLESS NOTED OTHERWISE ON PLANS. FC01 ZURN Z1400 CAST IRON OR PVC BODY,ROUND EXTRA HEAVY-DUTY CAST OR DUCTILE IRON TOP, SIOUX CHIEF 852 POLYPROPYLENE OR ABS PLUG,ADJUSTABLE TO FINISH SURFACE. MIFAB C1100 JAY R.SMITH 4231 JOSAM 55000 WATTS CO-200-RX-4 OATEY 74000 WCO ZURN Z1470(Z1469) THREADED,COUNTERSUNK BRONZE OR POLYPROPYLENE CLEANOUT PLUG.(PROVIDE DRILLED SIOUX CHIEF 873 TAP FOR CENTER SCREW AND STAINLESS STEEL COVER FOR FINISHED AREAS.) MIFAB C1430 JAY R.SMITH 4472T QyC J.AM JOSAM 58540(58600) F• we�,I�g4P WATTS CO-590-RD m WADE 8590(8480R) ' GENERAL INFORMATION(AS APPLICABLE): - 1. REFER TO PLANS FOR DRAIN OUTLET SIZE. 0 41742,D +' 2. AMSE LOAD CLASSIFICATIONS:LIGHT DUTY¢2000 LBS,MEDIUM DUTY 2000-4999 LBS,HEAVY DUTY 5000-7499 LBS,EXTRA HEAVY DUTY 7500-9999 LBS. ei9jONAL 131a5 PLUMBING SCHEDULES EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF P3 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. KEYNOTES 15.705 CONNECT TO EXISTING SUPPLY/RETURN DUCTWORK INDICATED. 15.713 REBALANCE AIR DEVICE TO CFM SHOWN. ARCHITECT OF RECORD: REDISTRIBUTE AIR FROM EXISTING DUCTWORK BRA ARCCHITECTURE'INC TO MATCH NEW CFM REQUIREMENTS. UOE 15.716 RELOCATE AIR DEVICE.MODIFY EXISTING OERu FA.KRs..... DUCTWORK AS SHOWN. ...rr..n..+.=n. 15.719 REMOVE AND RE-INSTALL AIR DEVICE IN NEW CEILING GRID.MODIFY EXISTING DUCTWORK AS FAA:913-xsx-11" NECESSARY FOR NEW LOCATION. CAI w Q ==RFW3FF HALLWAY °ETR Z gy000 €p CD �w;gAao°;a€-H 30015.705 a ALCOVE EXIST O CD 200 0"0 ETR ETR � CID 5.719 w 200 MANAGEMENT 10"0 8"0 ETR _ ETR fNq ETR 10"0 w _ 10"0 ET RAG M RAG 6„0 EXIST 300 Z 175 RAG i - r-7 TG 175 0 =W E15.719 ETR O RAG ETR 15.705 UPS 835 CID U M200 m R " 41[FG O O N ra N UPS O < 12 16'02"ETR O O RETR ALOVE ZA710"0 ETR ETR oO " 1650 CFMSA �7 1485 CFM RA '/1 g O165 CFM OSA U�JTRAINING EXIST UPC CD RACKS W Z 250 E J Z w 220 EXIST CIDO Z/n O m 200 15.713 J Z U) N J - - - - - - - - - - - w Z m I ISSUE BLOCK 8 MOTHER'S ROOM MECHANICAL PLAN I DO NOT TEST AND BALANCE AIR DISTRIBUTION - - SYSTEM FOR DIFFUSER AND GRILLE REPLACEMENTS WITHOUT AIR BALANCE MODIFICATIONS. CONTRACTOR TO FIELD VERIFY SITE SPECIFIC CONDITIONS AT THE OPTICAL SALES AREA CEILING.IF THERE IS A CONFLICT IN LOCATING CONTRACTOR TO REPLACE ALL CEILING DIFFUSERS THE CEILING FEATURE WHILE MAINTAINING THE AND RETURN AIR GRILLES AT VISION CENTER PICKUP COOLER (PICKUP FREEZER CHECKED BY: EJM EXISTING SPRINKLER AND DUCTWORK LAYOUT, OPTICAL SALES.CONNECT TO EXISTING THE CONTRACTOR SHALL CONTACT THE DUCTWORK.ALL OTHER CEILING DIFFUSERS, H 29 DRAWN BY: ORB ARCHITECT OF RECORD THROUGH THE RFI RETURN AIR GRILLES,EXHAUST GRILLES,AND PROCESS. TRANSFER GRILLES ARE EXISTING TO REMAIN(ETR). --- o �® S-29 PROTO CYCLE: 05/30/25 \ DOCUMENT DATE: 09/03/25 3 AC M2 7 \I 30"z30" - CEILING FEATURE-------- _ � � DB4-4 R � CEILING RETURN GRILLE MODULE SIZE 24x24. _ _ _ _ _ _ _ NECK SIZE AS NOTED ON PLAN.SIM NECK ANDOLT FRAME N GRILL PR MODEL 10"0 ETR 6 5 4 T Lj NCKAND PERFORATED RETURN GRILLE WITH ROUND --, M2 M2 M2 29 w 8"x12"ETR i iv N RETURN AIR " � PLENUM CI IT� 10"0 ETR I _ RETR9 PICKUP STORAGE 1200 CFM SA TR 16"0 E 1080 CFM RA E 2"x12"ETj`. �" 120 CFM OSA �owJ RTU-8 - ~ -ETR— 1200 CFM S 1080 CFM RA 120 CFM OSA I 10'0 ETR u — I Y --- 7- -i--- 7__ __ _____ ' __ CEILING DIFFUSER MODULE SIZE 24x24. QyGJ•M NECK SIZE AS NOTED ON PLAN. SIMILAR TO TUTTLE&BAILEY PP MODEL -y PERFORATED DIFFUSER WITH ROUND NECK 10"0 ET AND LT FRAME STYLE. qq .per�< [yy ONe dl'KR 742 4. 10 liAL S CEILING FEATURE - .3Ia5 i REFARCH 71 PICKUP STORAGE MECHANICAL PLAN ENLARGED ,/6"=,'0" MECHANICAL i PLANS 7 EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE VISION CENTER MECHANICAL PLAN SHALL TO SUBMITTINLD VERIFY G FINAL BIDS.CONTTIONSRACTOR NO RELIEVE THE MSELF TH RESPONSIBILITY S KNOWLEDGE PERFORMING DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING =1,0" SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET' DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF M 1 .1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. 0 ARCHITECT OF RECORD: BRA ARCHITECTURE,INC 8"UP TO EF ........n....�n.�en, FAN ON 4 ROOF FAx.9.x xsx soaa 12"xl2" RAG 90 18"O m �o 0 gg RAG 1195r HEALTH 10"0 10"0 SERVICES I PHARMACY CD CD O joa�`sw F€am g^0 250 250 z �� €U 12"xl2" g 3Q3 oso 3ay�0°o CDi CU 5 _ O Qzo ao�Wo6€x�'�og RTU-10 100 - 1 R3 SALES r €ffiz o- - `� ETR REUTR f 3700 CFM SA ETR 3330 CFM RA "0 ROOF 10"0 1650 CFM SA 370 CFM OSA PENETRATION 1485 CFM RA N 65 CFM OSA ul 12"x12" M2 a 15.705 15.705 � I i EAG7 125 TYP 7-1 24"x24" 12"xl2"ETR 16"x12"ETR w m 3 RAW 3330 EF3 z 10"0 ETR r L z 14'-0"AFF 15705 .1 15.705 =W 15.705 e 250 w z H 10"0 100 O PHARMACY M2 = CD 15705 Cp _ U TOILET TYP 250 m 250 C O Ci O � 5 U "0 - —24"x20"ETR CL_J - - - � - - - - - - - - - - - - - - - - - - - - - - - 00 N 0— �� 12`S 12" 8"0 w � oND RAG N O O \ 100 200 - Q ROUTE EXHAUST AND SUPPLY DUCT TIGHT TO 2' ROOF STRUCTURE AND DOWN MECHANICAL Z o p CHASE IN BLOWER ROOM TO SPACE BETWEEN 7 O BLOWER ROOM DECK AND RESTROOM CEILING. EDC-2 L H REF ARCH BLOWER ROOM PLAN. ECIDST O Z a 200 p 7 8 0 AP OFFICE - 15719 1 M2 M2 2 f I'1 a O \JL�JJ `J W Z VESTIBULE Z U.,o zu)0 m g J -Z N O d% W z Z 7 O PHARMACY MECHANICAL PLAN ISSUE BLOCK Y--------------------------------------------- ------------------------------------------- -------------------------------------- ---- - ---- - -- - -- - ---- -- - -- - ---- -i - _____�' DEMO r�r� DEMO 4CHECKED BY: EJM CID I RAG MO 15.705 __� DRAWN BY: ORB DE CD � � � � TYP PROTO CYCLE: 05/30/25 ————————————————————— DEMO DOCUMENTDATE: 09/03/25 TYP ———— -------------------——— T'J RAG COURTESY RTU-11 DEMO T i RTU-10 DESK ETR /r-- ----- � CD - - ----�i ETR 1650 CFM SA 3700 CFM SA 1485 CFM RA -- -------------------- ----r� 3330 CFM RA 165 CFM OSA 1 370 CFM OSA _ - PICKUP it 16"xl2"ETR I i "ID 12"x12"ETR — STORAGE DEMO - DEMO E rc DEMO RAGD ECD F3 —�I ETR J w Co -- ------- ----------------- II O o 0 o --------------- -----------T, L-------------- ---------,2 24"x "ETR ---- -7 DEMO RETURN CD ii � ———— DEMO STORAGE — TG EDC-2 EXIST O J.M AP CD OFFICE �— _ i�T1�(y') 200 � ?� DEMO 1 J y DEMO ITG L___ L__J L-�{ Oq dl�742 e9jONAL '►�3/as ENLARGED g MECHANICAL PLANS COURTESY DESK MECHANICAL DEMO PLAN EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF M 1 .2 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. 0 ARCHITECT OF RECORD: ERR ARCHITECTURE,INC SQUARE WASHER& J HEX NUT ALL THREAD RODa � W iF °aw3W FENDER WASHER&HEX NUT 2"x2"xi/4"ANGLE OR O 15/8"xl 5/8"UNISTRUT SECTION AA Z TOP CHORD OF JOIST A SHUTOFF VALVES.OMIT IF THE �;Co. CONDENSING UNIT IS EQUIPPED WITH IL a_ INTEGRAL SHUTOFF VALVES °2w HEAT PUMP rn CONDENSING A UNIT REFRIGERANT GAS LINE(SUCTION) N t 3/8"ALL THREAD ROD PITCH REFRIGERANT GAS N �' LINE TOWARDS THE c — - GRADE ORROOF INDOOR COIL AT I INCH 12"MIN w z PER 10 FEET. w 3 REFRIGERANT LIQUID LINE SITE THERMAL EXPANSION z INSTALL RSER AT INDOOR COIL WITH GLASS VALVE(TXV)WITH CHECK FAN COIL UNIT <i TOP A MINIMUM OF 1 FOOT ABOVE VALVE BYPASS 10- N THE DISTRIBUTOR z REFER TO ARCHITECTURAL LOWEST POINT. z U DETAIL FOR INSTALLATION OF MANUFACTURED METAL O 4 CURB,IN ULATION,AND FILTER-DRIERS AND CHECK VALVES.OMIT t O SHEET MSETAL ENCLOSURE IF THE OUTDOOR UNIT IS EQUIPPED WITH NOTE: rn INTEGRAL FILTER-DRIERS AND THE PIPING CONFIGURATION IS WITHIN THE EVAPORATOR COIL 1. DO NOT SUPPORT FROM BOTTOM CHORD OF BAR JOISTS. PARAMETERS PRESCRIBED BY THE EXTERNAL 2. THE USE OF BEAM CLAMPS IS NOT PERMITTED. SUPPORT PIPING ON EQUALIZER LINE 3. REFER TO MANUFACTURER'S INSTALLATION INSTRUCTIONS. O O N ROOF FOR ADEQUATE MANUFACTURER FOR THEIR USE.IF (SEE NOTE 5). FILTER-DRIERS ARE INSTALLED AT THE LOCATE TXV SENSING BULB ON TOP N SLOPE AND SPACING. OF PIPE FOR PIPE 7/8"AND SMALLER, 11<rn INDOOR UNIT,THEN REMOVE ALL OTHER PITCH REFRIGERANT (7D FAN COIL UNIT SUPPORT o ROOF OPENING TO FILTER-DRIERS THAT EXIST. GAS LINE AWAY FROM 45'BELOW CENTERLINE OF PIPE FOR Q ACCOMMODATE BOTH INDOOR COIL AT 1 INCH PIPE GREATER THAN 7/8". REFRIGERATION PIPING PER 10 FEET. „Z AND ELECTRICAL NOTES: O F CONDUIT 1. INSTALL REFRIGERANT PIPING AND COMPONENTS IN STRICT CONFORMANCE WITH ALL MANUFACTURER'S F O RECOMMENDATIONS AND REQUIREMENTS,WHICH SHALL TAKE PRECEDENT OVER INFORMATION PRESENTED IN THIS 1 n a SUPPORT ROD DETAIL. 0 Z PIPE SUPPORT REFER TO (TYP) 2. ALL COMPONENTS INSTALLED SHALL BE THE EXACT MODEL RECOMMENDED BY THE MANUFACTURER WITHOUT J oI m HORIZONTAL REFRIGERANT 2'-0"WIDE,18 GAUGE EXCEPTION. LINE SUPPORT DETAIL SHEET METAL DRAIN PAN 3. CONSULT THE MANUFACTURERE REGARDING THE NEED TO INSTALL A SOLENOID VALVE IN THE LIQUID LINE BETWEEN THE Q O 2'-0"MAX. WITH INTERNAL MASTIC FILTER-DRYER AND SITE GLASS. W Z COATING 4. INSTALL REFRIGERATION PIPE SIZES RECOMMENDED BY THE MANUFACTURER AND CONSULT THE MANUFACTUREER LIFTING POINT SHOULD BE J Z W REGARDING THE NEED FOR INTERMEDIATE TRAPS BASED ON THE RECOMMENDED PIPE SIZES AND PIPING DIRECTLY ABOVE CENTER 0 Z _O m AL PITCH 1 1/2"PVC DRAIN LINE CONFIGURATIONS. OF GRAVITY 1/8"PER 12"AND TERMINATE 5. INSTALL THERMAL EXPANSION VALVE WITH BALANCED PORT CONSTRUCTIONS AND EXTERNAL EQUALIZER LINES FOR ALL J Z OVER DRAIN WITH 2"AIR GAP EVAPORATOR COILS EQUIPPED WITH A REFRIGERANT DISTRIBUTOR. H-STYLE PICK N N Q o w ROOF PENETRATION 8 HEAT PUMP REFRIGERATION PIPING9 ONTS S a z CENTER OF GRAVITY ISSUE BLOCK INSTALL DROP BOX SUPPLY AIR DUCT USING FURNISHED TRANSITION AND SUPPORT MATERIAL IN ROOFTOP UNIT RETURN AIR PLENUM ACCORDANCE WITH WITH LINER MANUFACTURER'S INSTALLATION ROOFCURB INSTRUCTIONS. REF NOTES RETURN AIR OPENING WITH 1"Xi"16 GAGE WIRE MESH INSTALL TOP OF DROP BOX 3/8"ALL AT BOTTOM THREAD ROD FOR INFORMATION ONLY,REFER TO MANUFACTURER'S INSTRUCTIONS. OF JOIST BRACKET CONSTRUCTION,QUANTITIES,AND SPACING FOR DUCTED ROOFTOP UNITS SHOWN ON THIS DETAIL I$FOR GENERAL COORDINATION NOTES: CONTRACTOR TO ONLY.INSTALL BRACKETS ACCORDING TO CURB/CURB 1. DETACH WOODEN BASE PROTECTION BEFORE RIGGING. SET LOUVER FOR CONTRACTOR PROVIDED ADAPTER MANUFACTURER'S INSTALLATION INSTRUCTIONS. 2. RIG UNIT FOR LIFTING BY CONNECTING RIGGING TO THE UNIT BASE USING BOTH POSITION AT 30-UNO RETURN AIR PLENUM,PROVIDE HOLES IN EACH CORNER.ATTACH FOUR CABLES TO HOLES IN UNIT BASE RAIL, 3/4^REMOVABLE FLANGED SEE FIGURE.CRANE AND RIGGING MUST BE CAPABLE OF HANDLING WEIGHT FASTEN DROP BOX INSTALL DROP BOX FACTORY FRAME ON RETURN OPENING LISTED IN MANUFACTURER'S PUBLISHED INFORMATION. DIFFUSER TO DIFFUSER WITH RTU INSTALLED THE SAME SIZE AS PLENUM. BRACKET HVAC UNIT SUPPLY AIR DUCT NUMBERS READABLE MOUNTING TABS SECURE WIRE MESH WITH 3. ALL PANELS MUST BE IN PLACE FOR RIGGING. TRANSITION WHILE FACING THE CONTINUOUS 1"GALVANIZED BRACKET HVAC UNIT SCREW HOLES 4. PLACE FIELD-PROVIDED H-STYLE PICK IN PLACE JUST ABOVE TOP EDGE OF UNIT. REAR OF THE STORE STRAPS AND SCREWS 8"OC. TEK SCREt EQ SPACED TYP FRAME MUST BE OF ADEQUATE STRENGTH AND LENGTH.(H-STYLE PICK CHECKED BY: EJM (#DEPEND GALV STRAP PREVENTS DAMAGE TO UNIT.) NOTES: ON BRACKTEK SCREWS ryp 5. LIFTING POINT SHOULD BE DIRECTLY ABOVE CENTER OF GRAVITY. DRAWN BY: DRB 1. SUPPORT MATERIAL(ANGLES,UNISTRUT,BOLTS,NUTS,WASHERS AND PRE-CUT ALL- SIZE) (#DEPENDENT PROTO CYCLE: OS/30/25 THREAD)IS FURNISHED BY DROP BOX MANUFACTURER FOR CONTRACTOR INSTALLATION. REW AT ON BRACKET2. INSTALL DROP BOX SUPPORTS PARALLEL TO MOUNTING TABS ON DROP BOX. CURBILLED SIZE) (�)L ENNOX RTU RIGGING3. SUPPORTS SHALL SPAN BETWEEN ADJACENT JOISTS.PROVIDE ADDITIONAL SUPPORT DOCUMENT DATE: 09/03/25 MATERIAL AS REQUIRED IF OBSTRUCTIONS PREVENT INSTALLATION SHOWN. ADAPTER *BRACKET SIZE AND CURBNTS*BRACKETQUANTITY DEPENDS STOCKROOM RTU DROP BOX QUANTITYON SITE WIND SPEED ON SITEW GALV STRAP TYP TOP BEAM 1 V I NTS RTU WITH ATTACHMENT ADAPTER BRACKET ATTACHMENT LENNOX RTU BRACKET MUNTERS AHU BRACKET CLAMP TYP 3" BRACKET ATTACHMENT MAX TOP CHORD OF JOIST ROOF BRACKET ROOF TYP 2"xN OR 3&5 10 TON 20 TON 6" 1 5RUT TON g^NOTE:AIR CURTAIN IS REQUIRED TO BE DURAPINSTALLED 3/8 INCH(BERNER)OR 1/2 INCH REONS(POWERED AIRE)AWAY FROM WALL FOREVERY INCH ABOVE CLEAR DOOR OPENINGLOADS MUST BE LOADS MUST BE REFER TO MANUFACTURER'S LENNOX RTU BRACKET LAYOUT MUNTERS AHU BRACKET LAYOUT HUNG WITHIN 3" BOTTOM OF 1"MIN. HUNG WITHIN 3" OF PANEL POINTS STRUCTUREOF PANEL POINTS P1386 UNISTRUT INSTALLATION INSTRUCTIONS REF STRUCTURALBEAM CLAMP FOR PROPER SUPPORT OF THREADED RODSCREWS TYP AIR CURTAIN TO STRUCTURE BRACKETS ARE FURNISHED WITH ROOF CURB OR CURB ADAPTER.ROOF CURB/CURB ADAPTER SUPPLIER IS RESPONSIBLE FOR TYp . MANUFACTURER'S WALL MOUNTING L3x3x3/16 x V-0"WITH THE DESIGN AND INSTALLATION INSTRUCTIONS FOR THE BRACKETS.COORDINATE FINAL BRACKET LOCATIONS AND INSTALLATION SHEET METAL PLATE.REFER TO MANUFACTURER'S (3)1/4"DIA x Cl 1/4" WITH ALL SUPPLIERS AND DO NOT OBSTRUCT OPENINGS OR UTILITY CONNECTIONS. RECTANGULAR DUCT 2"x29c1/4"ANGLE OR REF STRUCTURAL INSTALLATION INSTRUCTIONS SCREW ANHORS 1 5/8"xl 5/8"UNISTRUT INTO CMU P7000 UNISTRUT AT EA RECTANGULAR DUCT RECTANGULAR DUCT OFFSET AWAY SET OF THREADED RODS O HVAC RESTRAINT BRACKETS PERPENDICULAR TO STRUCTURE PARALLEL TO STRUCTURE FROM WALL NTS LOADS MUST BE AIRCURTAIN HUNG WITHIN 3" OPTIONAL ROUTING BEAM CLAMP OF PANEL POINTS D OR IN CONCEALED DUCT HANGER STRAP O AIR CURTAIN HARDWARE x,{ MAXttf AREAS REF SPECIFICATIONS G J.Mp� )[)_ ROOF ROOF OFFSET ABOVE CLEAR -b DOOR OPENING 2"x2"zi/4"ANGLE OR •. z TOP ENTRY FDOOR ENTRYFDOOR 6 6" O"A� 7d2ap +' TOP k1 5/8"UNISTRUT ^�ld1E�' BOTT L=W/4,4"MIN 1 518' ei9j01iAL M OF P� P�� P STRUCTURE O LOADS MUST BE �3125 DUCT HANGER STRAP HUNG WITHIN 3"OF PANEL POINTS REF SPECIFICATIONS ,Lqo SCREWS TYP s"" fib ROUND SUPPLY DUCT SUPPORT BAND MECHANICAL W ��' �O3 SAME SIZE AS STRAP EXTERIOR INTERIOR EXTERIOR INTERIOR AIR DUCT LOAD RATED 'L6� DETAILS FASTENERS SUPPLY REGISTER,REF FLOOR PLAN FOR SIZE NOTES: AND LOCATION,MOUNT REGISTERS @ 30 DEGREE 1.ENSURE AIR CURTAIN INSTALLATION ALLOWS PROPER DOOR OPERATION,AIR CURTAIN AIRFLOW,AND ACCESS TO AIR NOTES: ANGLE DOWN FROM HORIZONTAL IN OPEN OFFICES CURTAIN AND DOOR HARDWARE(IF APPLICABLE)FOR MAINTENANCE.FIELD VERIFY ANY OBSTRUCTIONS. 1.SPIN-IN FITTINGS W/SCOOPS ARE NOT ACCEPTABLE AND STOCKROOM AREA,EXCEPT THOSE ROUND SUPPLY 2.OFFSET AIR CURTAIN FROM WALL IF INSTALLED HIGHER THAN 1"ABOVE DOOR OPENING. 2.REF PLANS FOR RUNOUT SIZES SHOWN ON BOTTOM OF DUCT ON THE PLAN AIR DUCT 3.FOLLOW MANUFACTURER'S INSTALLATION INSTRUCTIONS AND POST-INSTALLATION AIRFLOW PATTERN VERIFICATION, 3.45*LEAD IN REF SPECIFICATIONS. PERPENDICULAR TO JOIST PARALLEL TO JOIST (AIR CURTAIN INSTALLATION (�y�HIGHEFFICIENCY BRANCH DUCT FITTING (�)DUCT SUPPORT AND GRILLE SHEET: A/�J I NTS NTS �/' MECHANICAL SYMBOLS 18'k12" RECTANGULAR DUCT 18"WIDE BY 12"DEEP ROOFTOP UNIT SCHEDULE LENNOX -AIR SOURCE HEAT PUMP WITH ELECTRIC RESISTANCE HEAT AIR CURTAIN SCHEDULE ARCHITECT OF RECORD: ALL PRODUCTS ON THIS SCHEDULE ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTOR.REFER TO SPECIFICATIONS. WEIGHT FAN MOTOR ELECTRICAL DATA 1z"m 12"DIAMETER ROUND DUCT s2i�i_OEARCHITECTURE INC SUPPLY FAN EFFICIENCY HEATING ELECTRICAL MARK AREA SERVED MANUFACTURER MODEL (LBS) QTY HP VOLTS PH FLA MCA MOCP NOTES DVERLA"DFARR•Rsss2Oe NOMINAL DCV MIN MIN HEAT PUMP SMOKE AC 7 PICKUP BERNER CHD10-1042A 97 1 0.75 120 1 8.0 10.0 15 A,H,I,K,M SUPPLY DUCT IN SECTION AREA CAPACITY ESP MOTOR O/A O/A EER/ CAPACITY AT HSPF/ ELEC HEAT DETECTOR WEIGHT POWERED AIRE ETA id2 FArz 913_262-90� MARK SERVED MODEL (TONS) CFM HP (IN.) TYPE OPERATION (CFM) (CFM) SEER2 EER2 IEER 25.0-F(MBH) COP INPUT(KW) LOCATION VOLTS MCA MID CP SCCR (LB) NOTES GENERAL INFORMATION(ALL DEVICES): RETURN OR EXHAUST DUCT IN 1. PROVIDE A DEDICATED ELECTRICAL CIRCUIT FOR EACH AIR CURTAIN WHEN MULTIPLE AIR CURTAINS ARE INSTALLED ATA SINGLE OPENING. SECTION RTU 29 PICKUP LHT120H5E 10 4000 3.75 0.50 DIRECT AUTO 450 450 - 12.0 16.6 81.7 3.5 22.5 RA 480 59 60 5K 1255 STORAGE NOTES: GENERAL INFORMATION(ALL UNITS): A. I FURNSH WITH FACTORY MOUNTED NON-FUSED TOGGLE DISCONNECT SWITCH LOCATED ON TOP OF AIR CURTAIN. ELBOW WITH TURNING VANES 1. UNITS ARE 3 PHASE,60 HERTZ.UNITS MUST BE UL OR ETL APPROVED. B. FURNSH WTH MANUFACTURER'S 120V PHOTOELECTRIC SENSOR SWITCH,SENSOR REFLECTOR,AND REQUIRED ACCESSORIES TO ENERGIZE ALL AIR CURTAINS AT 2. OUTSDE AIR IS CONDITIONED THROUGH THE AIR HANDLING UNITS FOR THE SALES FLOOR AREA AND THROUGH THE ROOFTOP UNITS AS SCHEDULED ABOVE. EACH DOOR ON HIGH SPEED WHEN DOOR OPENS AND DE-ENERGIZE AIR CURTAINS WHEN DOOR CLOSES. I 3. FURN SHED WITH FACTORY INSTALLED SMOKE DETECTORS.SMOKE DETECTORS ARE NOT REQUIRED IN UNITS SUPPLYING OVER 2000 CFM THAT ARE NOT CAPABLE OF SPREADING SMOKE BEYOND THE ENCLOSING WALLS,FLOORS AND CEILINGS C. UNIT SHALL BE TOP MOUNTED.FOR CURTAIN INSTALLATIONS NOT DETAILED ON ARCHITECTURAL DRAWINGS,SUSPEND CURTAINS FROM UNISTRUT INSTALLED BELOW TEE WITH TURNING VANES FOR THE ROOM OR SPACE IN WHICH THE SMOKE IS GENERATED PER IMC SECTION 606.2. DOOR TRACK AND SPANNING ENTIRE DOOR OPENING AS REQUIRED.SUPPORT UNISTRUT FROM STRUCTURE. h o 4. REFRIGERANT R-454B. D. AS REQUIRED,ALL OPENINGS WITH TWO AIR CURTAINS TO BE FURNISHED WITH A FIELD MOUNTED AND WIRED RELAY TO ALLOW FOR ONE SWITCH TO ACTIVATE TWO � a 5. FURNISHED WITH FACTORY INSTALLED HACR-TYPE RATED CIRCUIT BREAKER UNLESS NOTED OTHERWISE. AIR CURTAINS. RADIUS ELBOW � o t�z�,A E. BERNER UNIT SHALL BE FURNISHED WITH FACTORY INSTALLED SINGLE PHASE CONTROL PANEL,LEFT END. w LL?�G i 6. SINGLE POINT POWER ENTRY CONNECTIONS. D' w F. BERNER UNIT SHALL BE FURNISHED WITH TANDEM INSTALLED INTELLS. < r< a w. 7. ROOF CURB AND ANCHOR BRACKETS FURNISHED BY OWNER INSTALLED BY CONTRACTOR.REFER TO SPECIFICATIONS AND HVAC RESTRAINT BRACKET DETAIL. � 3- G. BERNER UNIT SHALL D FURNISHED WITH FACTORY INSTALLED I TDOOR WIT DIGITAL CONTROLLER. j�o F ?U€a m NEW CURB WEIGHTS(LBS):385 TON=265;6.5,7.5,10,&12.5 TON=295;15&20 TON=480.RETRO CURB WEIGHTS(LBS):3&S TON=250;6.5,7.5,10,812.5 TON N/A;15&20 TON=415. � flH � LLw� H. FURNISH WITH A FIELD MOUNTED AND WIRED 24V MAGNETIC LIMIT DOOR SWITCH AND TIME DELAY TO ENERGIZE AIR CURTAIN WHEN DOOR OPENS AND CONTINUE HIGH EFFICIENCY TAKE-OFF CURB ADAPTER WEIGHTS(LBS):3&5 TON=95;6.5,7.5,10,&12.5 TON=145;15&20 TON=180. OPERATION FOR 60 SECONDS AFTER DOOR CLOSES. O 3 LLa o n�- ° €o 8. FURNISHED WITH FACTORY INSTALLED RTU CONTROLLER.REFER TO SCHEDULE NOTES FOR SAS SUPPLIER SPECIFIC REQUIREMENTS. I. FURNISH WITH MANUFACTURER'S WALL MOUNTING PLATE FOR INSTALLATION ABOVE DOOR OPENING WITH BOTTOM OF UNIT FLUSH WITH TOP OF DOOR.IF AIR CURTAIN H is;�OON3aw�a°� 9. FURNISHED WITH FACTORY INSTALLED HIGH PERFORMANCE,FULLY MODULATING ECONOMIZER. o W yoGow 10.FURNISHED WITH FACTORY INSTALLED CONVENIENCE RECEPTACLE. MUST BE OFFSET TO CLEAR DOOR HARDWARE OR OTHER OBSTRUCTION,UNIT SHALL BE TOP MOUNTED AND SUPPORTED FROM STRUCTURE.REFERENCE MECHANICAL VOLUME/BALANCE DAMPER o o� z w r AIR CURTAIN INSTALLATION DETAIL. 11.MULTI-STAGE COOLING UNITSARE PROVIDED WITH MULTI-STAGE SUPPLYAIRVOLUME(MSAV)TECHNOLOGY FOR PART-LOAD OPERATION ENERGYSAVINGS. J. INSTALL BOTTOM OF AIR CURTAIN NO HIGHER THAN 8'-0"AFF.INSTALL PER MANUFACTURER'S INSTRUCTIONS. r w °�o��rcy 'W'�g 12.FURNISHED WITH 2 INCH,MERV 8(MINIMUM EFFICIENCY REPORTING VALUE)AIR FILTER.CONTRACTOR TO COORDINATE WITH FILTER COMPANY FOR INSTALLATION OF I��r,�� rn M�a 88 y s o'8- MERV 8 FILTER AND FRAME PRIOR TO TEST AND BALANCE.REFER TO FILTER FRAME BOX NOTE FOR ADDITIONAL INFO. K. AIR CURTAIN SHALL BE TESTED IN ACCORDANCE WITH ANSI/AMCA 220. ID SUPPLY AIR DIFFUSER WITH 13.FURNISHED WITH FACTORY INSTALLED RTU CONTROLLER.REFER TO SCHEDULE NOTES FOR BAS VENDOR SPECIFIC REQUIREMENTS. L. UNITS SHALL BE BLACK IN COLOR. ROUND SUPPLY DUCT 14.FURNISHED WITH TEMPERATURE SENSOR(94L60)UNLESS AVERAGING OR OVERRIDE SENSOR IS SPECIFIED.REFER TO SCHEDULE NOTES FOR UNIT-SPECIFIC SENSORS. M. UNIT SHALL BE FURNISHED WITH FACTORY INSTALLED FAN SPEED CONTROL ON BOTTOM OF UNIT WITH TAMPER PROOF COVER. N. UNIT SHALL BE FIELD WIRED FOR CONTINUOUS OPERATION.REFERENCE MANUFACTURER'S INSTALLATION INSTRUCTIONS. RETURN OR EXHAUST AIR DIFFUSER NOTES: WITH ROUND DUCT A. DEMAND CONTROL VENTILATION(INDOOR AIR QUALITY)UNIT FURNISHED WITH CO2 SENSOR(23V86).CO2 SENSOR INSTALLED BY BAS CONTRACTOR.REFER TO BAS SHEETS. 4A S EXTERNALLY LABEL UNIT"IAQ"IN 3"RED LETTERS,REFER TO SPECIFICATIONS. 24"x24" BRANCH DUCT AND/OR NECK SIZE -B. DEMAND CONTROL VENTILATION(VENTILATION RESET)UNIT FURNISHED WITH CO2 SENSOR(23V86).CO2 SENSOR INSTALLED BY BAS CONTRACTOR.REFER TO BAS SHEETS. CD DIFFUSER OR GRILLE TYPE ; C. FURNISHED WITH OVERRIDE TEMPERATURE SENSOR(56L80).INSTALLED BY BAS CONTRACTOR.CONTRACTOR TO CONFIGURE SENSOR TO ALLOW-/-4°F USER SPACE SETPOINTADJUSTMENT,REFERTO MANUFACTURER'S INSTRUCTIONS. AIR DEVICE SCHEDULE 450 CFM �w - D. FURNISHED WITH AVERAGING TEMPERATURE KIT(23M20).INSTALLED BY BAS CONTRACTOR. E. FURNISHED WITH KEY ACTIVATED REMOTE SMOKE DETECTOR TEST STATION INSTALLED BY MECHANICAL CONTRACTOR. MARK SERVICE MANUFACTURER MODEL STYLE FRAME TYPE FACE SIZE NOTES N F. FURNISHED WITH FACTORY INSTALLED BAROMETRIC RELIEF DAMPER. CD SUPPLYAIR TUTTLE&BAILEY 51200 ROUND NECK LAY-IN 24"x24" B,D,E O THERMOSTAT u G. FURNISHED WITH FACTORY APPLIED CORROSION INHIBITING TREATMENT TO CONDENSER AND EVAPORATOR COILS AND PAINTED CABINET INTERIOR(WITHIN 1 MILE). E.H.PRICE SCD CEILING DIFFUSER i ^"� H. FURNISHED WITH FACTORY APPLIED CORROSION INHIBITING TREATMENT TO CONDENSER COIL(1-5 MILES). CARNES SFTB OS TIMER of S W y I. FURNISHED WITH FACTORY INSTALLED CONDENSATE DRAIN PAN FLOAT SWITCH KIT. CD1 SUPPLY AIR TUTTLE&BAILEY M ROUND NECK SURFACE REFER TO B,E,I,L,M,N z0 J. FURNISHED WITH FACTORY INSTALLED NON-FUSED DISCONNECT.HACR-TYPE RATED BREAKER TO BE FURNISHED AND INSTALLED BY ELECTRICAL CONTRACTOR IN PANELBOARD. E.H.PRICE&BAILEY SMD CEILING DIFFUSER MOUNT DRAWINGS CARNES SKFA S-X TEMP SENSOR O DB44 SUPPLY AIR AES ADB-1-20-4 DROP BOX -- -- A,G,H (4 WAY DROP BOX) DIFFUSER CONNECT TO EXISTING N LENNOX HEAT PUMP CONDENSING UNIT SCHEDULE EAGi EXHAUST AIR TUTTLEE.HPRICELEY CR80F 0 1EGGCRATE SURFACE REFER DRAWINGS C,E,I,M,N CARNES RAPAF CEILING GRILLE ETR EXISTING TO REMAIN EQUIPMENT FURNISHED BY OWNER AND INSTALLED BY CONTRACTOR REFER TO SPECIFICATIONS. RAG RETURN AIR TUTTLE&BAILEY CRE500 1/2"xi/2NV2" LAY-IN 24"124" C,D,E,F O O cCli E.H.PRICE 80TB EGGCRATE EXIST EXISTING WITH MODIFICATIONS N COOLING HEATING ELECTRICAL DATA �<00 INDOOR REFR CAPACITY CAPACITY COOLING HEATING WEIGHT CARNES RRE50 CEILING GRILLE < MARK MODEL UNIT TYPE (BTU/H BTU/H SEER COP MCA MOCP V/PH/HZ RAG1 RETURN AIR TUTTLEE.H.&BAILEY CRE500 1/2"xi/2'ATE SURFACE REFER TO C,E,I,M,N Fp FIRE DAMPER O O ) ( ) (LB) NOTES E.H.PRICE 80F EGGCRATE MOUNT DRAWINGS CullMLB009S4S-iP FCU1 R-410A 9000 10000 19.5 3.809 15.0 15 208/1/60 94 A-D CARNES RAPAF CEILING GRILLE -Zo O GENERAL INFORMATION: RAW RETURN AIR TUTTLE&BAILEY T75 FIXED BLADE SURFACE REFER TO B,E,I p r-H 0 F 1. FURNISHED WITH MANUFACTURER'S REFRIGERANT LINESET. E.H.PRICE 510Z WALL GRILLE MOUNT DRAWINGS 1 CARNES RSRBH O Z j a NOTES: TG TRANSFER AIR TUTTLE&BAILEY CRE500 1/2"xi/2"xl/2" LAY-IN 24"x24" C,D,E,M (Un p� J[ A. FURNISHED WITH COMPRESOR HARD START KIT. E.H.PRICE 80TB EGGCRATE B. FURNISHED WITH WITH LOW AMBIENT KIT,CRANKCASE HEATER,AND FREEZESTAT. CARNES RAPAH CEILING GRILLE Q O C. DISCONNECT PROVIDED BY ELECTRICAL CONTRACTOR. TGi TRANSFER AIR TUTTLE&BAILEY CRE500 1/2"xi/2"1112" SURFACE REFER TO C,E LLI Z D. COORDINATE SIZE OF CONDUCTOR TERMINATION LUGS WITH CONDUCTOR SIZES SHOWN ON ELECTRICAL DRAWINGS. E.H.PRICE 80F EGGCRATE MOUNT DRAWINGS Z L1J m CARNES RAPAF CEILING GRILLE VOLUME/BALANCE DAMPER SCHEDULE o u O TYPE MANUFACTURER/MODEL O z Jan LENNOX MINI-SPLIT SCHEDULE(INDOOR UNIT) N AES/W MVCD ROUND RUSKIN n /WMRS25 ALL PRODUCTS ON THIS SCHEDULE ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTOR.REFER TO SPECIFICATIONS. Q w AES/AMD4 COOLING HEATING ELECTRICAL RECTANGULAR RUSKIN/WMD25 a SUPPLY AIR CFM CAPACITY CAPACITY DATA WEIGHT GENERAL INFORMATION(ALL DEVICES): Z MARK MODEL OUTDOOR UNIT (HIGH/MEDIUM/LOW) (BTU/H) (BTU/H) V/PH/HZ (LBS) 1. INSTALL BOTTOM OF WALL MOUNTED AIR DEVICES AT ELEVATION INDICATED ON DRAWINGS UNLESS NOTED OTHERWISE. p 2. BALANCE DAMPER CONTACTS: FCU 1 M22A009S4 CU 1 37513001255 9000 10000 20.1.0 48 AES-(800)786-0402 GENERAL INFORMATION: RUSKIN-(816)761-7476 1. FURNISHED WITH MANUFACTURER'S REFRIGERANT LINESET. NOTES: ISSUE BLOCK NOTES: A. 6-WAY(DB1-DB3)OR 4-WAY(DB4-DB8)THROW UNLESS SHOWN OTHERWISE WITH FLOW ARROWS ON PLAN. A. FURNISHED WITH MANUFACTURER'S WIRED CONTROLLER. B. ALL STEEL CONSTRUCTION. B. FURNISHED WITH MANUFACTURER'S STANDARD CLEANABLE AIR FILTER. C. ALL ALUMINUM CONSTRUCTION. C. DISCONNECT PROVIDED BY ELECTRICAL CONTRACTOR. D. BRANCH DUCT SIZE SHALL BE SAME AS NOTED DIFFUSER NECK SIZE UNLESS NOTED OTHERWISE. E. STANDARD WHITE FINISH. F. PROVIDE NECK FOR DUCT CONNECTION. G. DROP BOX DIFFUSERS FURNISHED BY OWNER INSTALLED BY CONTRACTOR.REFERENCE SPECIFICATIONS. H. PROVDE INTEGRAL OPPOSED BLADE DAMPERS ON ALL DRUM LOUVERS ON DROP BOXES WITH BRANCH DUCTWORK ATTACHED TO THE SUPPLY PLENUM. I. PROVIDE MANUFACTURER'S OPPOSED BLADE DAMPER ACCESSIBLE THROUGH FACE UNLESS NOTED OTHERWISE. J. PROVIDE WITH FASTENERS FOR COMPLETE(NON-HINGED)REMOVABILITY OF GRILLE.DO NOT PROVIDE FILTER UNLESS NOTED OTHERWISE. K. TWO 2"SLOTS WITH MANUFACTURER'S INSULATED PLENUM(TUTTLE&BAILEY LP,PRICE JSPI,CARNES CXPC.) L. REFER TO PLANS FOR DIRECTIONAL ARROWS INDICATING CFM THROWS FOR PROPER GRILLE SELECTION.NO DIRECTIONAL ARROWS INDICATES 4-WAY FAN SCHEDULE M. PROVIDE ROUND NECK ADAPTER AREA ESP MOUNTING CONTROL N. PROVIDE CEILING TRANSITION REGISTER BOX WITH 16"OR 24"PLATE FOR ROUGH-IN. MARK SERVED MANUFACTURER MODEL CFM (IN.) FAN TYPE VOLTS PH HP DRIVE METHOD NOTES EF 4 PHARMACY CARNES VEDK06J2 W/FCP 125 0.300 ROOFTOP 120 1 0.125 DIRECT WALL SW ITCH A,B,C,D,E TOILET ACME PRN080-1 CENTRIFUGAL PENNBARRY DX08R GREENHECK G-070-D GENERAL INFORMATION: 1. FANS MUST AMCA CERTIFIED AS WELL AS UL OR ETL LISTED. 2. SCHEDULED FAN HORSEPOWERS ARE MAXIMUM AND MAY VARY BETWEEN MANUFACTURERS. CHECKED BY: EJM NOTES: A. FURNISH WITH FACTORY MOUNTED DISCONNECT. DRAWN BY: ORB B. FURNISH WITH GRAVITY BACKDRAFT DAMPER AND BIRDSCREEN. C. ROOF CURB PROVIDED BY GENERAL CONTRACTOR.REFER TO SPECIFICATIONS. PROTO CYCLE: 05/30/25 D. FURNISH WITH FACTORY PRE-WIRED FAN SPEED CONTROLLER. E. FASTEN THE BASE OF EQUIPMENT TO ROOF CURB WITH(8)#10 SCREWS WITH BONDED NEOPRENE WASHERS(2 PER SIDE). DOCUMENT DATE: 09/03/25 F. PROVIDE SAIL SWITCH(HONEYWELL#S688A). G. REF ELECTRICAL DRAWI INFORMATION I NGS FOR NFORMATON REGARDING FAN INTERLOCK. H. REF ELECTRICAL DRAWINGS FOR NFORMATON REGARDNG FAN CONTROL. I. PROVIDE WITH MANUFACTURER'S CEILING GRILLE. J. PROVDE 12"CURB EXTENSION. K. FURNISH WITH MANUFACTUTRER'S HINGE KIT AND INSTALL KIT IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS FOR NFPA 96 CLEANING ACCESS. QyG.T•Mtj. m 4'1 �brTe� � e9j01iAL 131a5 MECHANICAL SCHEDULES EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF M3 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. 0 ARCHITECT OF RECORD: ERR ARCHITECTURE,INC g " Ww 0 i LU iiwF w z3F � �r 3Faq�n oa� z �LL om H iw3 °'a°'a O QZD n°�w-a- °xg a w �3 H Lu --q z r z 2 w Z O U N O OC:!:<N �NltemC". 0 0 o MECHANICAL COMPLIANCE SUM MA sy'st`m HeaangsMem/E i xe,e�Pgmp rer Imu/w Ni"°"ea vqm wwpas�A Hoq ='[wrap vx .usa DH DfldereytomPlialsce ..Zo O /E R'Prype SpedflCrype 6Capxhy IeelMralm Heatln EZ- p q e n mckn Unhs T Unlh veanraam CT �J O O quIP ID per xem lBmAl ( g ry pEmdenry 'tl gE ry rap Effid n ]u~ L 2021 WSEC Compliance forms far Commercial Buildingslncluding Group Rl,R2,—Group M&Mowr3rtanes Mminirtered by:D2D21NEI'A,All rigMS lexrceE Cooliry TaUel �^ d. PmjMliae Walmart-03]5]Mlin - Doled,nearing Single package 2.25 I!') a gran,wA-Rempeel,zozl wsEc-zozl wsEc eailamg cepartmemure: (Date: Sep 2.2025 RTu-z9 Heat pomp am 1zB,BBB 3.q coP 3.s w ^ J� a0101]Ind St NE AirSMemsBFquipmeM-1N (Uri^� � r p PlIM&APPIbM Pmleet Adtlres AdiVron,-223 System/Equip ID Dlsaete Areals—d Lontlon In Prgeat Documenb-Pbn/OeGilg SMem/Equip Compliance Pdh bm f�nI')Q O IlrfamMbn Appl Name Aidan Stearns RTU-29 Pickup M IULSC 2-MECHANHEDUIES General P—iptive V Il.�Z Applbm Phone 20G]2]-6526 WSEC Equip Emdenry Refer—Tabe-Codi,Tabk Ca03.3.2121 Unitary Heat Pumps Z ZLU Applbnt Emall aitlan.steams@na7h.bit Emmmizer Compliance Md—Air-side emnomiter proviaea Heating Section/Augilury Heating Type:I— ce lm N.) w WSEC Equip Emri Rehrmce Table-Heating:Table Cd03.33111-Unitary Heat Pumps 0 O MetlwnbltomMlalxa Summary Smile-Compliance verification prwitletlin[M1is report is limRetlbcotle minimum emcienry requirements mr mxM1aniolmuipmerat[ypes defined in cables CE033.2111 tM1rougM1 CGo3.3.21161 of Me 2021 � �� WSEC{.This inCluaes emcienry multipliers for emmmizer eaepdonz.Periwmance cnteaa mr adtlinonal energy emdenry cent load maregement measures ME NOT iMutletl in tM1is report.Atltlitiorel dammenbtion is required m LTI u—CW Z demonstrate complianre wiM all other provisions of the energy code,inclu0ing beder than cpae emcienry Criteria mr Secapn Ca06.For questions about this report mnmtt WSECCommercial Technical5upport at 36O5345300 orvla email at Pmposealaw OMT—PEmcienry:3.5 O N e„m.mcnsppporc@waenergvcodes.com. I� GererelOcePW All Commercial General Builtling Use Tyrelsl —N,Geneal—a BuiNing Cant.Rott Area 1S1,575 Q W BuiNing ProIM Cond.imorArea 150,000 General Project Building Addison 'w Al 1 Types rAddxion Single ZoneSMems&Equipment Fbws 4bove Gentle 1 z Ahemtlon MnM1aniwl Swpe Z MxM1aniral5wpe Overall Compliance PatM1 General Presaiptise m Mtt d-1P jest Descnpdon New Rooflm Unx fen pickup storage egmnzion.RTU uni[gmides M1eatina cooling antl ventilation m[M1e smce.Uni[mntains supplementary eleRric M1eaHng.New rertmomegllaurtmnam O mr tluctwork ahentionz in eufingstore space. PmIM Type MedeNd smile E—d.,Farepaonlsl DOHS ventlbUon Equipment—w.w MmM1aniceltompliance Applied] —den] cmnpnanp:vermpawn ISSUE BLOCK Scope and McMae Builtling Atltlmon Single lone Systems8 Yes No COMPLIES quipment .did...EI Emcienry No meN—ladditional energy emcimry measures includedm pmjM WdManag�m�nt Measures gmxM1aniollwtl management measures inclWMin prgM resl I ties building mclWe— mydassmcd—r ift N, —projeninclude OOHSequlpment] Based onp.j—.wdo TSPRrequirementsappny] N. Dp'I systems wmplywhM1 AppendN D mnaard re —design N. gwlify hr an emep—to TSPR] SLDpe&Spg CBndltlwdpg BUILDING ADDITION-SINGLE ZONE SYSTEMS&EQUIPMENT Singk IDre Air Systems O Ie -Heat Wmp,splh A ddgle paHwge,S[,sDHN Alr Systems Summary IMomwtlon Ventlla CTM Ou>Mxy Supph'Airflow Nentlbtlon Energy Recovery System/Equip ID of lnerre Control W'Iltllatim StS.— (EWIa�M.'laple N— hired wXM1 OOILS VmRhlion=clap remrcry fafldenty Ukl ndladon 1 450 1ntegrel at provided,not required ens 8 Equipment-Cooling mepdm Required[soling RegWred Pan SMemD/ CoolingSMem/Equip Tyre SpeufiCTyre Cooling Capachy E Moltiplkrs Emuenry load Emuenry Propose=-11, CE Proposed Pan PL E—de Conpliance p ar xem lam/nl IPgIUmLNI ITsae Mx.Emml ICPae MI. Emngl HRtlenry unxs 1oaa Flfldenw unxs vermotlpn TUI9 ea[pump,air wolea Single package 120,1100 0 0 11.0 13.9 12 16.6 CAMPLIES Air Systems 8 Equipment-—d,, CHECKED BY: EJM DRAWN BY: DRB PROTO CYCLE: 05/30/25 DOCUMENT DATE: 09/03/25 QyC J.Awf A� W. �q alb]d e9jONAL 113115 MECHANICAL COMPLIANCE SHEET: M4 BAS SYMBOLS GENERAL BAS NOTES AIR-COOLED ROOFTOP UNITS RTU CONTROLLER SHALL COMMUNICATE DIRECTLY TO THE BAS SMOKE DETECTORS AHUC AHU CONTROLLER 1. TEMPERATURE AND CO2 SENSOR MOUNTING: DEHUMIDIFICATION OPERATION(FOR UNITS WITH HUMIDITY SETPOINT IN RTU ZONE SETPOINTS SCHEDULE) PROVIDE 1/2"CONDUIT AND INSTALL BAS CABLE FOR UNITS EQUIPPED WITH SMOKE DETECTORS(DUCT MOUNTED OR SPACE SENSOR TO CONTROL MODULE.MOUNT ALL RTU ZONE SETPOINTS FROM THE BAS AREAS FOLLOWS WHEN THE SPACE HUMIDITY EXCEEDS SCHEDULED RH SETPOINT,THE OEM CONTROLLER SHALL ENERGIZE DEHUMIDIFICATION MOUNTED)THE SMOKE DETECTOR SHALL SHUT-DOWN THE UNIT UPON SMOKE AHU$# AHU TEM/RH SENSOR SRO ENSOR ON BOX.ALL SENSORS TO BE MOUNTED AT ARCHITECT OF RECORD: MODE.WHEN THE SPACE HUMIDITY DROPS BELOW SCHEDULED RH SETPOINT MINUS INDOOR HUMIDITY DEADBAND,THE OEM DETECTOR ACTIVATION.IF REQUIRED L THE LOCAL AUTHORITY HAVING BRR ARCHITECTURE,INC CONTROLLER SHALL DE-ENERGIZE DEHUMIDIFICATION. ALS ANALOG LIGHT SENSOR +84"UNLESS NOTED OTHERWISE.SENSORS ON rwvENDE JURISDICTION,UPON SMOKE DETECTOR ACTIVATION ADDITIONAL UNITS SHALL SALES FLOOR SHALL BE INSTALLED ON THE BACK ROOFTOP UNIT ZONE SETPOINTS SUPPLY FAN OPERATION SHUT-DOWN UPON A SIGNAL FROM EITHER THE OWNER ALARM SYSTEM OR BAS ETM ELECTRONIC THERMOSTAT MODULE SIDE OF COLUMN.DO NOT INSTALL SENSORS IN HVAC OVERLAND vwRK,Ks 661ee FOR RTUS IDENTIFIED IN THE MECHANICAL SCHEDULE TO BE"CONT"FAN CONTROL,THE BAS SHALL ENERGIZE THE TO THE OEM CONTROLLER.THE OEM CONTROLLER SHALL CLOSE THE OUTSIDE SUPPLY AIR PATH OR IN DIRECT SUNLIGHT.REF .......n....n.en, OCCUPIED UNOCCUPIED SUPPLY FAN TO OPERATE CONTINUOUSLY IN OCCUPIED MODE ONLY.IN UNOCCUPIED MODE,THE OEM AIR DAMPER TO THE 0%OPEN POSITION,SHUT-DOWN ALL STAGES OF COOLING MECHANICAL DRAWINGS FOR EXACT LOCATIONS. CONTROLLER SHALL ENERGIZE THE SUPPLY FAN TO OPERATE ONLY ON A CALL FOR HEATING OR COOLING. OR HEATING AND TURN OFF THE SUPPLY FAN.OEM CONTROLLER SHALL IDS INDOOR DEWPOINT SENSOR - - COOLING HEATING COOLING HEATING HUMIDITY OVERRIDE ALL OTHER SPACE CONDITION DEMANDS WHEN UNIT HAS RECEIVED A. GYPSUM BOARD WALLS:PROVIDE A4"SQUARE SETPOINT SETPOINT SETPOINT SETPOINT SETPOINT FOR RTUS IDENTIFIED IN THE MECHANICAL SCHEDULE TO BE"AUTO"FAN CONTROL,THE OEM CONTROLLER SHALL A SMOKE DETECTOR ACTIVATION ALARM. IHS INDOOR HUMIDITY SENSOR RECESSED BOX WITH A SINGLE GANG PLASTER MARK AREA SERVED SCHEDULE (eF+/-0.5-F) (eF+/.0.5eF) SCHEDULE (eF+/-0.5-F) ff+/.0.5-F) (RH+/.31%) NOTES ENERGIZE THE SUPPLY FAN TO OPERATE ONLY ON A CALL FOR HEATING OR COOLING. INDOOR TEMPERATURE SENSOR RING FLUSH MOUNTED VERTICALLY. ITS RTU 29 PICKUP STORAGE 2417 75 68 N/A 78 63 50 B. BLOCK WALLS AND COLUMNS:PROVIDE A2"X4" FOR RTUS WITH VARIABLE SPEED FAN OPERATION,THE FAN SPEED SHALL BE CONTROLLED BY THE OEM RTU PROTECTION ODS OUTDOOR DEWPOINT SENSOR BOX SURFACE MOUNTED VERTICALLY. CONTROLLER BASED ON AMOUNT OF OPERATING COMPRESSOR CAPACITY.VARIABLE SPEED FAN CONTROL ALL EQUIPMENT SAFETY SEQUENCES,I.E.COMPRESSOR RESET,GAS BURNER RESET, GENERAL INFORMATION(ALL UNITS): SHALL RANGE LINEARLY OR IN DISCRETE STAGES FROM MINIMUM SETTING UP TO DESIGN AIRFLOW AS ETC SHALL BE CONTROLLED BY THE OEM CONTROLLER. OTS INSULATE BEHIND SENSORS MOUNTED ON ADJUSTMENTS TO SCHEDULE WILL NEED TO BE MADE IF THE STORE IS NOT OPEN 24/7. DETERMINED BY OEM BASED ON COMPRESSOR CAPACITY CONTROL.SUPPLY FAN SPEED DURING ECONOMIZER OUTDOOR TEMPERATURE SENSOR C. EXTERIOR WALLS WITH 1/2"POLYSTYRENE OPERATION SHALL BE CONTROLLED BY THE OEM CONTROLLER AND SHALL BE AT DESIGN AIRFLOW FROM ALARMS OS-X OVERRIDE TEMPERATURE SENSOR SPACER. w ' NOTES: MECHANICAL SCHEDULE. THE RTU CONTROLLER SHALL COMMUNICATE ALL RTU ERROR CODES TO THE BAS. O =iz A. SET PHARMACY RTU SENSOR TO ALLOW+/-3 DEG F USER SPACE SETPOINT ADJUSTMENT. OUTSIDE AIR DAMPER OPERATION S-X WALL TEMPERATURE SENSOR D. MOUNT CO2 SENSORS 6"ABOVE TEMPERATURE B. LOCK OUT VESTIBULE HEATING ABOVE 45"F OUTDOOR AMBIENT TEMPERATURE. RTU LOAD ALARM LIST SENSORS. C. DO NOT SET VESTIBULE RTU COOLING SETPOINT BELOW 85°F. WHEN THE SUPPLY FAN IS OFF,THE OUTSIDE AIR DAMPER SHALL GO TO THE 0%OPEN POSITION. <g a w y y p m O UNIT HEATER TEMPERATURE SENSOR UNLESS OPERATING IN ECONOMIZER MODE,WHEN THE SUPPLY FAN IS ON THE OUTSIDE AIR DAMPER SHALL GO ERROR 2. TERMINATIONS SHALL BE MADE IN ACCORDANCE TO THE MINIMUM POSITION SET BY TEST AND BALANCE PER THE OUTSIDE AIR QUANTITY ON THE MECHANICAL CODE FROM OEM CONTROLLER TO BAS WALL HUMIDITY SENSOR O WITH BAS SUPPLIER INSTALLATION INSTRUCTIONS. � �wzzwiooz� HS-X SCHEDULE AND IS ADJUSTABLE FROM 0 TO 100%. NO FOIL OR UNUSED WIRE(S)SHALL BE EXPOSED _w �'aoe3` 4 SMOKEALARM AFTER APPLICATION OF HEAT SHRINK. 5 AIR FLOW SWITCH g 3Q�$'wroww` N ECONOMIZER COOLING OPERATION(ECONOMIZER ENABLED) RTUC ROOFTOP UNIT CONTROLLER Oa gniu ana N=g UPON AN ECONOMIZER ENABLE SIGNAL FROM THE BAS TO THE OEM CONTROLLER AND A CALL FOR COOLING 20 INPUT ERROR,PHASE LOSS OR VFD FAIL 3, CABLE:PROVIDE CABLE ACCORDING TO DRAWINGS.UIPMENT INTERFACE COMM BOARD e EICB BASED ON SPACE TEMPERATURE SENSOR INPUT TO THE OEM CONTROLLER,ECONOMIZER COOLING SHALL BE EQUIPMENT NO DEVIATION FROM DRAWINGS WILL BE ACCEPTED. 74 ZONE SENSOR PROBLEM ENERGIZED AND THE OEM CONTROLLER SHALL MODULATE THE OUTSIDE AIR AND RETURN AIR DAMPERS TO CABLES SHALL HAVE EACH END LABELED INDICATING MAINTAIN A SUPPLYAIR TEMPERATURE OF 45 DF.THE UNIT SHALL RUN IN ECONOMIZER MODE FOR A MINIMUM OF 152 LEAK DETECTED BY UNIT SENSOR#1 BAP BUILDING ALARM PANEL WHERE THE OPPOSITE END TERMINATES.CABLE 10 MINUTES AFTER THE ECONOMIZER DAMPER HAS MODULATED TO THE 100%OPEN POSITION BEFORE 153 LEAK DETECTED BY UNIT SENSOR#2 SHALL BE INSTALLED IN CONDUIT OR CABLE TRAY IN ENERGIZING THE FIRST STAGE MECHANICAL COOLING.THE OEM CONTROLLER SHALL DISABLE MECHANICAL 257 UNIT LEAK SENSOR#1 FAULTY OR MISSING CO2 CARBON DIOXIDE SENSOR FINISHED AREAS OF BUILDING. COOLING WHEN OUTSIDE AIR TEMPERATURE FROM THE OEM OUTDOOR AIR SENSOR IS LESS THAN 45 DF. 258 UNIT LEAK SENSOR#2 FAULTY OR MISSING 4A S FDI FLUORESCENT DIMMER INTERFACE 4. MINOR CHANGES IN MATERIALS OR TERMINATION _ IF THE SPACE TEMPERATURE INCREASES TO-0.5 DEG ABOVE SPACE COOLING SETPOINT AND THE ECONOMIZER POINTS SHALL NOT INCREASE CONTRACT COST. DAMPER HAS BEEN 100%OPEN FORA MINIMUM OF 10 MINUTES,THE OEM CONTROLLER SHALL ENERGIZE FIRST COMMUNICATION DATA POINT LIST HIR HUMIDITY INTERFACE RELAY STAGE MECHANICAL COOLING AND MAINTAIN THE OUTSIDE AIR DAMPER AT THE 100%OPEN POSITION. THE RTU CONTROLLER AND BAS SHALL TRANSFER THE COMMUNICATION DATA 5. ROUTE BAS CONDUITS IN SALES AREA CONCEALED M POINTS BASED ON THE FOLLOWING SCHEDULE. IAO INTERFACE ANALOG OUTPUT (IN WALLS,PIPE RACKS AND/OR CHASES).PROVIDE A m p� TRANSITION FROM THE PVC UNDERSLAB BAS z IF THE SPACE TEMPERATURE CONTINUES TO INCREASE AFTER MECHANICAL COOLING IS ENERGIZED,THE OEM u net COMMUNICATION DATA POINT LIST IFP INTERFACE PANEL CONDUIT TO EMT OR FLEX.BAS CABLES SHALL BE CONTROLLER SHALL CONTINUE ENERGIZE ADDITIONAL STAGES OF MECHANICAL COOLING IN 0.5 DEG F ❑ INCREMENTS OF SPACE TEMPERATURE, BENEATH � LENNOX BACI N CONDUIT FULL LENGTH, IF AVAILABLE. FROM BAS TO RTU CONTROLLER-ANALOG OUTPUTS RUN N =W IOM INPUT/OUTPUT MODULE REFRIGERATED CASES.BAS CABLES AT BAR JOIST OBJECT ID OBJECT NAME UNITS LEVEL IN THE STOCKROOM CAN BE EXPOSED. 0 IF THE CUTOUT TEMPERATURE FOR ANY STAGE OF COOLING IS NOT REACHED WITHIN 15 MINUTES,THE NEXT 101 APPLICATION MODE CONTROL NONE cj STAGE OF COOLING SHALL BE ENERGIZED TO SATISFY THE CUTOUT TEMPERATURE. 102 OUTDOOR AIR MIN POS CONTROL PERCENT IR INTERFACE RELAY 6. DEMOLITION:COORDINATE WITH ARCHITECTURAL 104 OCCUPANCY SCHEDULER CONTROL NONE C# CONTACTOR DEMOLITION PLANS THE EXTENT OF BAS COOLING STAGES SHALL DE-ENERGIZE AS THE COMPRESSOR CUTOUT TEMPERATURES ARE SATISFIED IN 0.5 ❑ DEMOLITION.REMOVE CONDUIT AND WIRES ALL THE O 108 SPACE DEHUMIDIFICATION SETPT PERCENT m DEGREE INCREMENTS. WAY BACK TO ORIGINATING JUNCTION BOXES OR 114 EMERGENCY OVERRIDE CONTROL NONE NMI AHU INTERFACE AND/OR I/O MODULE DEVICES.DEMOLITION SHALL NOT AFFECT ACTIVE COOLING STAGES 129 SET ECONOMIZER OUTDOOR AIR SUITABLE NONE CIRCUITS. 130 HEATING OCCUPIED SETPOINT DEG F PLM PHASE LOSS MONITOR O O P7 STAGE# ON OFF N 131 COOLING OCCUPIED SETPOINT DEG F 7. BAS CONTRACTOR SHALL PROVIDE ASSISTANCE TO N ECONOMIZER SP+.5 SP-.5 PSO POWER SWITCHING OVERRIDE PANEL THE BAS SUPPLIER ON PERFORMING EQUIPMENT O ��°o 132 HEATING UNOCCUPIED SETPOINT DEG F < 1 SP+1.0 SP TESTS ON POWER SWITCHING PANELS AS 133 COOLING UNOCCUPIED SETPOINT DEG F O O_ -- 2 SP+1.5 SP+.S PSP POWER SWITCHING PANEL NECESSARY. PROVIDE NEW WIR-2020 FROM UNIT 3&4 SP+2.0 SP+1,0 FROM RTU CONTROLLER TO BAS-ANALOG INPUTS pp CONTROLLER SHOWN TO NOVAR ES7 OBJECT ID OBJECT NAME UNITS ROP REMOTE OVERRIDE PANEL 8. DIMMING CONTROL WIRING MUST TERMINATE IN ..Z p MASTER CONTROLLER IN THE 232 UNIT STATUS NONE HOME RUN FIXTURES ONLY,AS SHOWN ON BAS O �( COOLING OPERATION(ECONOMIZER DISABLED) z H . O ELECTRICAL ROOM.REF 3/BASI. IF THERE IS NO ECONOMIZER ENABLE SIGNAL FROM THE BAS TO THE OEM CONTROLLER AND UPON A CALL FOR 239 SPACE TEMPERATURE DEG F ELDP ECLIPSE LIGHT DIMMING PANEL PLANS,PER THE MANUFACTURER'S INSTALLATION O INSTRUCTIONS.G HARNESS OR TERMINATE NOT MODIFY THE LISTED COOLING BASED ON THE SPACE TEMPERATURE SENSOR INPUT TO THE OEM CONTROLLER,THE OEM 240 DISCHARGE AIR TEMPERATURE DEG F O Z UNITARY CONTROL MODULE a FIXTURE'$WIRING (Un�g CONTROLLER SHALL ENERGIZE FIRST STAGE MECHANICAL COOLING AND MODULATE THE OUTSIDE AIR DAMPER 241 EFFECTIVE OCCUPANCY NONE UCM � Ero ).- CONTROL WIRING IN THE ADJACENT FIXTURES. (��\\ TO THE MINIMUM POSITION. 243 LOCAL SPACE TEMPERATURE DEG F Q BUILDING BAS CONTROLLER /n O a 244 OUTSIDE AIR DAMPER PERCENT 9. DO NOT INSTALL EQUIPMENT CONDUITS `J W Z IF THE SPACE TEMPERATURE CONTINUES TO INCREASE AFTER MECHANICAL COOLING IS ENERGIZED,THE OEM DIRECTLY UNDER SKYLIGHT WEE LLS UNLESS LINGO EP/ 7 F� m NEW CONTROLLER SHALL CONTINUE TO ENERGIZE ADDITIONAL STAGES OF MECHANICAL COOLING IN 0.5 DEG 245 HEAT PRIMARY PERCENT BUILDING BAS CONTROLLER❑ INDICATED OTHERWISE ON PLANS. L RTU-2 INCREMENTS OF SPACE TEMPERATURE,IF AVAILABLE. 247 COOL PRIMARY PERCENT 0 (O 248 ECONOMIZER ENABLED PERCENT LINGO XE BUILDING BAS CONTROLLER 10.WHERE GROUPED CONDUITS ARE INSTALLED WITHIN g J -W IF THE CUTOUT TEMPERATURE FOR ANY STAGE OF COOLING IS NOT REACHED WITHIN 15 MINUTES,THE NEXT 250 SUPPLY FAN STATUS PERCENT THE JOIST SPACE,COORDINATE WITH SPRINKLER N PICKUP STAGE OF COOLING SHALL BE ENERGIZED TO SATISFY THE CUTOUT TEMPERATURE. 252 SPACE TEMPERATURE SETPT(EFF) DEG F LCD NOVAR LCD DISPLAY CONTRACTOR PRIOR TO INSTALLATION IN ORDER TO n STORAGE 255 MOST RECENT ERROR 1 NONE MAINTAIN REQUIRED CLEARANCES FROM v COOLING STAGES SHALL DE-ENERGIZE AS THE COMPRESSOR CUTOUT TEMPERATURES ARE SATISFIED IN 0.5 256 MOST RECENT ERROR 2 NONE Q MOMENTARY PUSH BUTTON SWITCH SPRINKLERS. DEGREE INCREMENTS o m 257 MOST RECENT ERROR 3 NONE NEW EQUIPMENT 11.24 HOURS PRIOR TO SHUTTING DOWN HVAC 2 258 MOST RECENT ERROR 4 NONE SYSTEMS OR ENERGY MANAGEMENT CONTROLS z e„ COOLING STAGES 259 MOST RECENT ERROR 5 NONE EXISTING EQUIPMENT SYSTEMS,SEND EMAIL TO NSRM@WALMART.COM. m STAGE# ON OFF 274 SPACE CO2 SENSOR(EFF) PPM THE E-MAIL SHALL STATE WHAT,WHY,AND WHEN IT 276 SPACE HUMIDITY(EFF) PERCENT --- FACTORY INSTALLED EQUIPMENT IS BEING SHUT DOWN AND HOW LONG IT IS 1 SP-5 SP-.5 ANTICIPATED TO BE SHUT DOWN.THEN SEND A 2 SP+1.0 SP !77278 DEHUMIDIFICATION SETPT(EFF) PERCENT FOLLOW UP EMAIL TO NSRM@WALMART.COM AFTER 279 DEHUMIDIFICATION STATUS NONE ---- EQUIPMENT TO BE DEMOLISHED S _ 3 SP+LS SP+,S THE WORK IS COMPLETE AND THE SYSTEM IS BACK ISSUE BLOCK 4 SP+2.0 SP+1.0 281 RETURN AIR TEMPERATURE DEG F UP AND RUNNING. 9� HEATING OPERATION WIRE LEGEND UPON A CALL FOR HEATING BASED ON THE SPACE TEMPERATURE SENSOR INPUT TO THE OEM CONTROLLER,THE ECONOMIZER OPERATION(ES1 WITHOUT MUNTERS AHUS AND ENTHALPY WIRE FROM OEM CONTROLLER SHALL ENERGIZE FIRST STAGE HEATING AND MODULATE THE OUTSIDE AIR DAMPER TO THE EXISTING CONTROLLER) WIR-1010(TAN CABLE 18-2,20-2 TWISTED PAIR) MINIMUM POSITION. THE ES1 SHALL SEND AN ECONOMIZER ENABLE SIGNAL TO THE RTU OEM CONTROLLER WHEN AN ECONOMIZER ENABLE SIGNAL IS RECEIVED FROM THE LINGO WIR-2020(BLUE CABLE 22-2 TWISTED PAIR) IF THE SPACE TEMPERATURE CONTINUES TO DECREASE AFTER ENERGIZING HEATING,THE OEM CONTROLLER XE/EP2 CONTROLLER THRU X1044-B ON BACNET. SHALL CONTINUE TO ENERGIZE ADDITIONAL STAGES HEATING IN 0.5 DEG INCREMENTS OF SPACE TEMPERATURE, THE LINGO XE/EP2 CONTROLLER SHALL SEND AN ECONOMIZER ENABLE SIGNAL WHEN BELDEN 8719(16-2 TWISTED PAIR) 10 IF AVAILABLE. BOTH THE FOLLOWING OUTSIDE AIR CONDITIONS ARE MET: BELDEN 8761(22-2 TWISTED PAIR) IF THE CUTOUT TEMPERATURE FOR ANY STAGE OF HEATING IS NOT REACHED WITHIN 15 MINUTES,THE NEXT OUTSIDE DRY BULB TEMPERATURE>5 DEG F AND<68 DEG F STAGE OF HEATING SHALL BE ENERGIZED TO SATISFY THE CUTOUT TEMPERATURE. OUTSIDE DEWPOINT TEMPERATURE>5 DEG DP AND<48 DEG DP BELDEN 8771(22-3 TWISTED PAIR) HEATING STAGES SHALL DE-ENERGIZE AS THE HEATER CUTOUT TEMPERATURES ARE SATISFIED IN 0.5 DEGREE THE BAS SHALL USE THE ORIGINAL EQUIPMENT MANUFACTURER'S FACTORY BELDEN 9418(18-4 W/DRAIN GROUND) INCREMENTS. INSTALLED AHU3 OUTDOOR SENSORS ONLY FOR THE DRY BULB AND DEWPOINT TEMPERATURE ECONOMIZER ENABLE FUNCTION.DO NOT USE OUTDOOR SENSOR BELDEN 1120A(18-3 TWISTED PAIR) BUILDING AUTOMATION SYSTEMS PLAN HEATING STAGES VALUES FROM AHU(S)THAT HAVE AHEAT RECLAIM COIL(HRC). NOTES 2 STAGE# ON OFF 1. ALL CABLE WIR-2020 UNLESS NOTED 1"=10'-0" 1 SP-.5 SP+,5 AMBIENT TEMPERATURE OTHERWISE. 2 SP-1.0 SP MAST MOUNTED TEMPERATURE SENSOR TO SEND DRYBULB TEMPERATURE TO BAS. 2. ALL CABLE FURNISHED AND INSTALLED BY BAS 3 SP-1.5 SP-.5 CONTRACTOR. AMBIENT DEWPOINT TEMPERATURE 4 SP-2.0 SP-1.0 MAST MOUNTED DEWPOINT SENSOR TO SEND DEWPOINT TEMPERATURE TO BAS. CHECKED BY: EJM DRAWN BY: DRB REFRIGERANT LEAK DETECTION PROTO CYCLE: 05/30/25 UNITS WITH A21L REFRIGERANT ARE EQUIPPED WITH REFRIGERANT DETECTION SYSTEM(RDS). MODIFY RTU COMMUNICATION LOOP(S)AS SHOWN TO PROVIDE TRUE DAISY CHAIN CONFIGURATION FOR NEW RTU IN THE EVENT A REFRIGERANT LEAK IS DETECTED,THE OEM CONTROLLER SHALL ENERGIZE DOCUMENT DATE: 09/03/25 COMMUNICATION LOOP.NEW AND EXISTING RTU COMMUNICATION SHALL BE ON SEPARATE LOOPS.EXISTING THE SUPPLY FAN TO DISPERSE AND DILUTE THE REFRIGERANT.COMPRESSOR($),GAS HEAT, COMMUNICATION LOOPS AFFECTED BY THE RE-CONFIGURATION OF THE NEW RTU LOOPS SHALL BE RE-ROUTED TO MAINTAIN AND ELECTRIC HEAT ARE TURNED OFF.ECONOMIZER COOLING IS ALLOWED TO OPERATE. CONNECTION TO EXISTING BUILDING MASTER CONTROLLER AS REQUIRED.REFER TO EXISTING CONDITIONS BOX NOTE ON THIS SHEET. IN THE EVENT OF A FAULTY OR MISSING REFRIGERANT SENSOR,THE OEM CONTROLLER SHALL THE BAS CONTRACTOR SHALL PROVIDE ALL CABLING AND CONNECTIONS TO MAINTAIN THE EXISTING COMMUNICATION WIR-2020 CABLE RTU CONTROLLER ENERGIZE THE SUPPLY FAN TO RUN CONTINUOSLY REGARDLESS OF DEMAND.IF THE OEM LOOP(S)AS REQUIRED. TO PREVIOUS UNIT FACTORY MOUNTED IN CONTROLLER ESTABLISHES THE SUPPLY FAN IS RUNNING,COMPRESSOR,GAS HEAT,AND RTU(TYP) ELECTRIC HEAT ARE ENERGIZED AS NECESSARY TO MEET COOLING OR HEATING DEMAND. CONTACT THE BAS SUPPLIER TO OBTAIN THE CONTROLLERS ADDRESS LIST BEFORE ADDRESSING THE CONTROLLERS. WIR-2020 CABLE ADDRESS THE CONTROLLERS IN STRICT ACCORDANCE WITH THE ADDRESS LIST. IR NEXT UNIT TO FIRST UNIT(RTU OR AHU)IN TRUE DAISY CHAIN RTUC WIR-2020 WIR-1010 NEW COMMUNICATION LOOP RTU# MODIFY BACNET COMMUNICATION LOOP(S)AS RTU TEMPERATURE(94L60),OVERRIDE TEMPERATURE(S6L80) BAS CONTRACTOR SHALL ENABLE LENNOX BACNET SHOWN TO PROVIDE TRUE DAISY CHAIN NEW ETHERNET CABLE TO WALMART S-# AND HUMIDITY(17M50)SENSORS FURNISHED BY RTU COMMUNICATION DATA POINTS,108(SPACE RH%)&276 CONFIGURATION.REFER TO EXISTING CONDITIONS DATA NETWORK BY WALMART CABLING MANUFACTURER AND INSTALLED BY BAS CONTRACTOR.BAS (SPACE RH%SETPOINT),DURING RTU CONTROLLER BOX NOTE ON THIS SHEET. ISO PROVIDER.BAS CONTRACTOR TO CONTRACTOR TO COORDINATE WITH THE RTU SETUP FOR RTU'S SPECIFIED WITH HUMIDITROL.SPACE COORDINATE THE DATE REQUIRED FOR MANUFACTURER FOR THE TIMELY DELIVERY OF SENSORS. RH%&SPACE RH%SETPOINT ARE TO BE VISIBLE AND FACTORY MOUNTED THE BAS CONTRACTOR SHALL PROVIDE ALL THIS SERVICE WITH THE WALMART REF SPECIFICATIONS(TYP) ADJUSTABLE THRU THE BAS. RTU CONTROLLER. CABLING AND CONNECTIONS TO MAINTAIN THE CONSTRUCTION MANAGER. EXISTING COMMUNICATION LOOP(S)AS REQUIRED. HS-# BAS CONTRACTOR TO LOCATE RECONNECT EXISTING PROVIDE OM LOOP WIRING OR PROVIDE RTUC CONTACT THE BAS SUPPLIER TO OBTAIN THE NEW ESi CONTROLLER AS CLOSE NEW AS INDICATED ON PLAN O CONTROLLERS ADDRESS LIST BEFORE AS POSSIBLE TO EXISTING MASTER EXISTING COORDINATE WITH BAS SUPPLIER TO NEW RTU CONTROLLER. ADDRESSING THE CONTROLLERS.ADDRESS THE CONTROLLER WITHIN ELECTRICAL AND/OR RTU MANUFACTURER FOR THE CONTROLLERS IN STRICT ACCORDANCE WITH THE ROOM FOR FUTURE TIE-IN TO TO FIRST UNIT ON EXISTING COM LOOP FILM TIMELY DELIVERY OF ACCESSORIES AND ADDRESS LIST. EXISTING STORE BAS. WIR-2020 ETR(OR NEW) � EXIST WIR-2020 BACnet CONNECTION SENSORS.REF SPECIFICATIONS(TYP) COIL ESi(ELECTRICAL ROOM 1) WIRE LEGEND COMMUNICATION PORTS ROUTE CABLE THROUGH G J.Aml COORDINATE WITH WIR-1010(TAN CABLE 18-2,20-2 TWISTED PAIR) OPENING INSIDE ROOF CURB EXISTING COM1 LCD EQUIPMENT CURRY EXISTING EXISTING CONDITIONS WIR-2020 BLUE CABLE 22-2 TWISTED PAIR MASTER COM 2 BACnet COMMUNICATION LOOP#1 ( ) ROOF m EXIST WIR-2020 E$1 EXIST XIO-44-B CONTROLLER CONTROLLER EP/2 OR NEMA EXISTING RS485 COM MODULE#1 PORTS ENCLOSURE COM 3 XIO-44-B LCD LINGO XE EXISTING EXISTING W/XFMR IOM BELDEN 8719(i6-2 TWISTED PAIR) COM CABLE 0.n� 4t�brerslff° FAPBAP FILM COM 4 OPEN BELDEN 8761(22-2 TWISTED PAIR) E ei9j01YAL CABL TO S_X REFER TO BAS ONE-LINE FOR FURNISHED BAS COMPONENTS INDICATED COM CABLE TO BAS CONTRACTOR SHALL INSTALL ALL OWNER .. LON COM MODULE#2 PORTS BELDEN 8771(22-3 TWISTED PAIR) PREVIOUS RTU NEXT RTU .//3I35 AND COM 5 OPEN BELDEN 9418(18-4 W/DRAIN GROUND) SENSORS INSTALLATION PROVIDE ALL BAS WIRING AS REQUIRED. \\\ GUIDANCE COM 6 OPEN COORDINATE THE TIMELY DELIVERY OF BAS I BELDEN 1120A(183 TWISTED PAIR) COMPONENTS.COORDINATE ALL PROGRAMING EXISTINGWIRING CHANGES WITH THE BAS SUPPLIER TO PROVIDE EXIST WIR-2020 CONTROL X1044-B(ELECTRICAL ROOM I) NOTES: RTU SENSOR & WIRE DETAIL - RTUC BUILDING "ETM ENTHALPY FULLY FUNCTIONAL UNIT CONTROL SEQUENCE. WIRE FROM EXISTING IOM 1. AL OTHERWISE.L CABLE WIR-2020 UNLESS NOTED ^ DI1 PHASE LOSS MONITOR 3 NTS AUTOMATION CONTROL"OUTPUT TO D12 FIRE ALARM/BUILDING ALARM 2. ALL CABLE FURNISHED AND INSTALLED PROVIDE CONDUIT,FITTINGS,WIRE-TIES, EXISTING DI3 ECONOMIZER BY BAS CONTRACTOR. SYSTEM CONNECTORS,LABELS,AND ANY OTHER MISC. EXIST WIR-2020 DIGITAL INPUT ON XIO. LIGHTING WIRING WIRING(POLARITY PARTS NEEDED TO INSTALLAND START THE SENSITIVE AS AI,DI,or AO OPEN INPUT/OUTPUT LEGEND: SYSTEM. INDICATED ABOVE) Doi OPEN AI#/AO#=ANALOG INPUT/OUTPUT D#t/DO#=DIGITAL INPUT/OUTPUT DO 2 OPEN OWNER WILL FURNISH ALL MAJOR BAS DEVICES. EXIST 208-120/24VAC RELAYS,(INCLUD NG 24 UNLESS TTRANSFORMERSOTHERWISE. AND XFMR D03 OPEN RELAYS,UNLESS NOTED OTHERW ISE. ELECTRICAL ROOM 1 DO 4 OPEN EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE T5_ TU/AHU ADDITION/REPLACEMENT PARTIAL BAS ONE-LINE (NOVAR) SHALL FIE LDVERTINGFNALBIFY ALL IDS.CONTRACTTIONSOR NO RELIEVE MSELF IBILITTH SKNOWFORMINLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET NOTE:ALL WORK ON THIS SHEET DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF gAS 1 IS TO BE COMPLETED BY A EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO WALMART APPROVED CONTRACTOR FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. GENERAL BASR 013 , DEMOLITION NOTES 1. 24 HOURS PRIOR TO SHUTTING DOWN ANY REFRIGERATION SYSTEMS,HVAC SYSTEMS OR BUILDING AUTOMATION CONTROLS SYSTEMS, ARCHITECT OF RECORD: SEND EMAIL TO NSRM@WALMART.COM.THE E- BRA ARCHITECTURE,INC MAIL SHALL STATE WHAT,WHY,AND WHEN IT IS l—ENUE BEING SHUT DOWN AND HOW LONG IT IS ANTICIPATED TO BE SHUT DOWN.THEN SEND A °"ERuxD vwRc,xs ssxva FOLLOW UP EMAIL TO NSRM@WALMART.COM `°`^"^••'•"O"' AFTER THE WORK IS COMPLETE AND THE SYSTEM IS BACK UP AND RUNNING. vwx.e.a-xsx-soaa 2. REFER TO REFRIGERATION AND ARCHITECTURAL DRAWINGS FOR SEALING REQUIREMENTS FOR DEVICES WITHIN COOLER/FREEZER PANELS. 3. SALVAGE AND DEMOLITION DEFINITION: SALVAGE:THE PROCESS OF REMOVAL,STORAGE, -1 ^ AND TRANSFER OF MATERIALS OR EQUIPMENT AS o Y I\\\ \\YYY�/// ///1 DESIGNATED BY THE PROJECT DOCUMENTS AND SPECIFICATION 02023.CONTRACTOR SHALL a s COORDINATE WITH OWNER TO IDENTIFY w o c�xFwg?3g SALVAGEABLE ITEMS,AND REPLACE ANY DAMAGED MATERIALS SCHEDULED FOR REUSE. ;� 5'dw Nyom J ON-SITE STORAGE OR SALE OF SALVAGED ITEMS o ISNOTPERMITTED,ALL SALVAGED OR z ao o�wa�o'e RECEIVING ; DEMOLISHED MATERIALS MUST MANAGED IN O i`¢wti ACCORDANCE WITH THE OWNER'S'$DIRECTION. DEMOLITION:THE PROCESS OF SYSTEMATICALLY a Doi E��g�asxo°wog REMOVING EXISTING BUILDING COMPONENTS, yy �"a»LLFo rc� SUCH AS WALLS,DOORS,FIXTURES,PLUMBING, DAIRY COOLER MECHANICAL,REFRIGERATION,ELECTRICAL,AND C74a DX C74b DX DX STRUCTURAL ELEMENTS,IN PREPARATION FOR C14c NEW CONSTRUCTION OR RENOVATION.WORK SHALL BE PERFORMED AT AN APPROVED TIME OF MEAT X _ n `1 DAY WITH THE OWNER'S CONSTRUCTION Ln boa COOLER s O MANAGER;AND SHALL ADHERE TO THE SCOPE U M n OUTLINED IN SPECIFICATION 02023.THIS WORK w z MUST BE CARRIED OUT SAFELY AND IN (' 3 ACCORDANCE WITH SPECIFIED PROCEDURES, w ENSURING PROPER HANDLING OF DEBRIS,USE F OC J OF APPROPRIATE TOOLS,AND COORDINATION z o WITH THE OWNER'S CONSTRUCTION MANAGER. z ALCOVE �F =—T T-- f--- = y O — ——— ——— —— 4. ALL SALVAGED NOVAR,DANFOSS AND O r, X L � COPELAND/EMERSON SAS AND LEAK DETECTION ED k U EXISTING RACK MTC. MTC DX EQUIPMENT SHALL BE RETURNED TO WALMART. U u O EQUIPMENT TO BE RETURNED INCLUDES:LEAK EXISTING E51 RACK DETECTION HORNS,STROBES,AND PANELS, EXECUTIVE CONTROLLER(S),IOM(S),CIM(S), SALVAGE CASE CONTROLLER. U REFER TO GENERAL NOTES x0 CONTROLLER TO REMAIN.7YP. CCNI RCC(S),CMS(S),ETC.PROVIDE o FOR ADDITIONAL a DOCUMENTATION FOR ALL EQUIPMENT REMOVED INFORMATION.TYP. IN ACCORDANCE WITH SPECIFICATIONS AND REQUIRED CLOSE-OUT DOCUMENTS. O 0�N II � ° Noi, CONTRACTOR SHALL SEND EQUIPMENT TO ASSET/ TECHNOLOGIES AT THE ADDRESS BELOW. Q GROCERY \ EXISTING RACK DTB. DTB DX FREEZER O CONTRACTOR SHALL APPLY FOR CHANGE ORDER ?� _ _ _ — _ _ _ - _ _ _ _ _ _ _ FOR SHIPPING REIMBURSEMENT.BEFORE SENDING, o CALL FOR"RMA"NUMBER AT 502-425-8702. —Z o p ill z° -- — 3600 CHAMBERLAIN LANE xo STE.122,LOUISVILLE,KY 40241 V g O Z a J oI U U EXISTING RACK LTA. LTA DX Q O O a ~nl r CDZW 0 GROCERY I ) J-Z O Z SALES U f I II Q O K z G �� — _ — — — — — — — �� I_ — ISSUE BLOCK BAKERY Lv UTILITY E � LJ m I I I I @@s��J BAKERY 6�-♦- o s o J m moo+ — — — — — — — — — ° L o5° I I I Lk CHECKED BY: EJM DRAWN BY: WMK I. ly� PROTO CYCLE: 05/30/25 LJ�L DOCUMENT DATE: 09/03/25 I I PRODUCE PREP SALES Il --- RODUCE COOLER — — — — — — — — — — ECHANI HALLWAY SALAD SERVICE //�\�s d0+ ------------ --------- ---- PREP `DELI @S,�`s�/�� r _ DELI 0 s9� a'l Q+ CO6d DX =�� ��=-- VOa COOLER °� Gc�+ lu s tJI/�� J O+ 0 G°�[Ms;l DINING DELI DELI \ / Y FREEZER UTIILITY �/ CO6b D KITCHEN GI_•Mp. CART STORAGE STORAGE-GM WHITE BOX �`•' / x — — — — — r_-----_---J — — — / o � d1 VESTIBULE-GR I@70 AL BUILDING e AUTOMATION SYSTEM EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND ILURE REFRIGERATION DEMOLITION BUILDING AUTOMATION PLAN SHALL FIELD VERIFY EXISTING CONTRACTOR TO SPECIFICATIONS TH MSELF ITHT IS KNFIEOWLEDGD.THE E DOES SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING 1/16"=1'-0" SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHFFT- DEMOLITIONWITHALLOTHERDISCIPLINESAND COMPENSATION SHALL BE ALLOWED BECAUSE OF ggSRO EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. SAS CONTRACTOR SHALL PROVIDE COMM WIRING BETWEEN CASE CONTROLLER MODULES FOR EACH REFRIGERATION SYSTEM SUPERVISOR. SR NOTES BA SR REFERENCE ONE-LINE DIAGRAM OF REFRIGERATION BAS DETAIL.REFRIGERATED GENERAL CASE TEMP SENSORS ARE FACTORY INSTALLED AND WIRED TO THE CASE CONTROLLER MODULE(S). 03,2825 1. BAS CONTRACTOR SHALL CONTACT THE BAS MULTI-DECK AND REACH-IN CASES: SUPPLIER(S)TO OBTAIN A CURRENT MODULE CASE CONTROLLER MODULE ENCLOSURE IS FACTORY INSTALLED ON TOP OF THE CASE. CONFIGURATION PRINTOUT BEFORE TERMINATING SENSOR LEADS AT INPUT MODULES.THE REQUEST ARCHITECT OF RECORD: DISPLAY AND ISLAND CASES: FOR THE CONFIGURATION PRINTOUT SHALL BE MADE BRA ARCCHITECTURE'INC CASE CONTROLLER MODULE IS FACTORY INSTALLED IN THE CASE RACEWAY OR PRIOR TO THE INSTALLATION OF BAS CABLES.WIRING UNDERNEATH THE CASE.LOCATION TO BE ACCESSIBLE FOR SERVICE. TERMINATIONS SHALL BE LANDED ACCORDING TO D ERu -A xs eexoe THE BAS SUPPLIER CONFIGURATION SHEETS. ...n,..n....n.en, WALK-IN FREEZERS AND COOLERS: REFER TO CONTROLLER WIRING AND MOUNTING DETAILS FOR INSTALLATION 2. SAS CONTRACTOR SHALL PROVIDE COMPLETED Fax.e.x-xsx-seas INSTRUCTIONS. REFRIGERATION SENSOR INPUT VERIFICATION FORMS TO THE BAS SUPPLIER(S)AT THE BEGINNING OF THE REFRIGERATION EQUIPMENT STARTUP.BAS INSTALLER SHALL PROVIDE ASSISTANCE TO THE BAS SUPPLIER(S)FOR SPOT CHECKING OF SENSORS FOR ACCURACY. 3. ALL BAS CABLE ON THE SALES FLOOR SHALL BE ROUTED IN CONDUIT AND CONCEALED FROM VIEW, w rc ROUTED ALONGSIDE OTHER PIPING OR CONDUITAS MUCH AS POSSIBLE.EXCEPTION:BAS WIRING FOR STAND-ALONE CASE SENSORS SHALL BE BLACK PLENUM WIRING ROUTED ALONG SO CORD USINGof �. Sdwayom BLACKWIRETIES. Oy 4. BAS CONTRACTOR SHALL BE PRESENT AND O AVAILABLE TO RESOLVE ISSUES AND PROVIDE zw; REFRIGERATION STARTUP ASSISTANCE UNTIL 000£'woo°pw o$rc3 RELEASED BY THE BAS SUPPLIER AND WALMART CONSTRUCTION MANAGER. 5. DURING THE REFRIGERATION STARTUP,BAS CONTRACTOR SHALL COMPLETE ALL UNRESOLVED REFRIGERATION BAS WORK PRIOR TO WORKING ON OTHER BAS INSTALLATION ITEMS. 6. WHEN THE BAS SUPPLIER IS NOT SCHEDULED TO _ PERFORM THE ON SITE REFRIGERATION STARTUP, — - THE BUILDING AUTOMATION CONTRACTOR IS w 3 RESPONSIBLE FOR PERFORMING ALL CHECKS AND 1 2 3 4 5 6 7 8 9 10 TEST ENSURE A FULLY FUNCTIONAL F oe 0 4m REFRIGIG ERATION CONTROL SYSTEM.CONTACT THE sE -- -- BAS SUPPLIER FOR THE BLANK TEST VERIFICATION ¢ <� „»R FORMS AND INSTRUCTIONS FOR COMPLETING.ALL z ° COMPLETED TEST VERIFICATION FORMS SHALL BE L.. L L L L L. O RETURNED TO THE WALMART CONSTRUCTION O MANAGER. 0 7. REFER TO REFRIGERTATION AND ARCHITECTURAL JI DRAWINGS FOR CONDUIT INSTALLATION AND_ U ----------- --- ------------- ----- - - --'---------'-- SEALING REQUIREMENTS FOR DEVICES SHOWN ON m U r 771 �O v COOLER/FREEZER PANELS.DO NOT INSTALL CONDUIT — — WITHIN COOLER/FREEZER PANELS o 8. ROUTE ALL UTILITY SERVICE LINES(PIPES AND O O� N N CONDUIT)WITHIN STUD WALLS WHEREVER POSSIBLE. O DO ON COOLER/FREEZER PANELS IN FOOD PREP AREAS Q WHERE UTILITIES MUST BE EXPOSED,INSTALL O O 0 UTILITIES 1/2"OFF FACE OF PANEL TO ALLOW FOR o0 771 CLEANING;USE ONLY NON-CORROSIVE MATERIALS ..Z p j p e as FOR SPACERS AND ANCHORS. 'O� B 9. REFERENCE ARCHITECTURAL DEMOLITION PLANS �7 L Z I j a J — — — — — — — — - — — — — — — — — — — — — — I FOR FULL EXTENT OF DEMOLITION WORK REQUIRED. �1 U 1 O J - J Ll cr n j REFRIGERATION BAS C7 L Z° I I SYMBOLS o� Z u o D LA 1 ES1 NOVAR EDGE SERVER GATEWAY U U J Z BAS BUILDING AUTOMATION SYSTEM n EXISTING RACK I ---- 6 0� TEMP TEMPERATURE o m MTC. MTC DX BASR -- / u�r VFD VARIABLE FREQUENCY DRIVE Z ry��� jF cPc j II m - XFMR TRANSFORMER � NEW GLYCOL SKID ON COMM COMMUNICATION PORT/MODULE a MTC GLY EXISTING RACK ROOF. LTA-X REFRIGERATION CIRCUIT ISSUE BLOCK DTB. DTB DX WALMART ISD PROVIDER TO I -------- -- PROVIDE CABLE BACK TO WALMART CU3 TCO2 XTX-X SECONDARY PUMP SKID EQUIPMENT DATA NETWORK FOR PUMP SKID. NEW GLYCOL BAS CONTRACTOR TO COORDINATE I I 0 TEMPERATURE SENSOR SKID ON ROOF. DATE REQUIRED FOR THIS SERVICE MTB GLY WITH OWNER'S CONSTRUCTION I ASR DEFROST TERMINATION SENSOR MANAGER.TYP OF PUMP SKIDS. I CU2 TCO2 j BAS BACKBOARD EXISTING RACK EXISTING TO REMAIN ESi RACK DX I NEW TCO2 REMOTE I LTA. LTA CONTROLLER.TYP. CONDENSING UNIT ON I I ROOF.TYP OF 3. I CU7 TCO2 I DTS DUAL TEMP SWITCH RELA 0 CASE I IN BOX WIRE NEW TRANSCRITCAL CIM CASE INPUT MODULE 1 CO2 CONDENSING UNIT TO I ® I EXECUTIVE CONTROLLER. RCC NOVAR CIRCUIT CONTROLLER REFER TO ONE LINE 1 DIAGRAM FOR ADDITONAL I � i CMS CASE MANAGEMENT SYSTEM MODULE AS INFORMATION.TYP. I I AOM ANALOG OUTPUT MODULE I I &M UNIVERSAL INPUT MODULE -------—0El - RIM RACK INPUT MODULE — CHECKED BY: EJM BACNET INPUT/OUTPUT EAK DETECTION PANELMODULE DRAWN BY: WMK ' I PROTO CYCLE: 0 30/25 © LEAK DETECTION SENSOR h . I ' 1 DOCUMENT DATE: 09/03/25 AUDIO\VISUAL ALARM I ® ZONE ALARM SILENCE PANEL HS HORN AND STROBE INDICATOR 0 HS3C. SPORLAN WALK-IN CONTROLLER S3C j SPORLAN CASE CONTROLLER �— — — — L — — — - — — — I— — — — — — C I KE2-RE2 KE2 WALK-IN CIRCUIT CONTROLLER -� :KE2-CCU KE2 CASE CONTROLLER i ° p SGR SPORLAN GATEWAY ROUTER ____J __� __�J SNS SPORLAN NETWORK SWITCH I DS DOOR SWITCH I 1 I LCD LCD SCREEN D I O I D NEW FIELD INSTALLED EQUIPMENT I I ° I EXISTING EQUIPMENT -- ----------------------1i-------------------- ---------- ----------- NEW FACTORY INSTALLED EQUIPMENT --- --------- - ——— EQUIPMENT TO BE DEMOLISHED o J I11I11 I11�� 24 HOURS PRIOR TO SHUTTING DOWN ANY i — — — — �� — ®. ® — — _ 8 ❑ — — REFRIGERATION SYSTEMS,HVAC SYSTEMS OR BUILDING ���. AUTOMATION CONTROLS SYSTEMS,SEND EMAIL TO A— — — — C% N WHY, AND LMART.IS B THE E-MAIL SHALL STATE WHAT, ,fl.rl WHY,AND WHEN IT IS BEING SHUT DOWN AND HOW LONG �- _-_-_-_--J LJ -_-_ _-_ _ _-_- IT IS ANTICIPATED TO BE SHUT DOWN.THEN SEND --ter- - FOLLOWUP EMAIL TO NSRM@WALMART.COM AFTER THE �Cx� WORK IS COMPLETE AND THE SYSTEM IS BACK UP AND q o I 62 RUNNING. ���—I � I— � ��------fir I 7 "❑ �- I I I e gi � ' �r1 / A \ ORAL BUILDING AUTOMATION 7 8 9 10 SYSTEM OVERALL REFRIGERATION BUILDING AUTOMATION PLAN EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHFFT- DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF gqS R 1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. ARCHITER OF RECORD: ERR ARCHITECTURE,INC n- aVzn cf � �=plpU Fwl`u� <o12 yam< o� w N 2.. .. Zo O.-Moa g pN=o=e„ z= <g<w a O ozo=o Wd- `<5 � - PROVI K KDE 2"CONDUITS TO N � — JOIST LEVEL AS NEEDED FOR N a CABLING AND PROVIDE — DAIRY w BUSHINGS AT EACH END.(TYP) -001 FIR EXISTING ES1 REMOTE LCD LCD XFMR 'R 6EI :n@z cc Ell... oaf SCREEN.TYP ❑ ;.Ez .--..- z OC z LCD XFMR ;+`c C14a GLY C14b GLY C74c GLY z o R LCD XFMR MEAT C73c GLY Room COOLER O m _ z BOSS J I Y�ALCOVE I m ~ — J o ~ — — — — — EXISTING BOSS CONTROLLER O WN MOUNTED ON BAS BACKBOARD. o - N J %FMRI O � C09b GLY COS GLY n -' � FDC# N U o o Q INSTALL OWNER FURNISHED XIO C20 DX ENCLOSURE(S)ON BAS BACKBOARD. o_ REFER TO XIO SCHEDULES AND BAS J N ONE-LINE DIAGRAM. EXISTING 4"X4"WIREWAY. ALCOVE Z H O q NEW XIO MOUNTED c7 EXISTING PLYWOOD B ON EXISTING BAS N O ^ Z a BACKBOARD. `i BACKBOARD IN EDC. U o (Un p� O� _j o CDW Z 03.01.19 '•.4• <L .-- p Z 1 H r — - cRocEPv — � - I — — —} — — � — — — ,�, - — H z �LU FREEZER m (Sj 0 u)0 EXISTING EDC BAS BACKBOARD g -Z NTS ES1 FACTORY INSTALLED IN OWNER STA2 D FURNISHED ENCLOSURE WITH 120V/24V TRANSFORMER.MOUNT ENCLOSURE O w ON BAS BACKBOARD. PROVIDE 2"CONDUITS TO JOIST LEVEL BAS OWNER FURNISHED ES1 ` z z AS NEEDED FOR CABLING AND PROVIDE REMOTE LCD SCREEN PROVIDED BUSHINGS AT EACH END,TYP. WITH 120V/24V TRANSFORMER. � • MOUNT ON BAS BACKBOARD. ESi::XFMRI ` • B01b GLY LCD AMR ISSUE BLOCK TYPE 2 NTC 2K OHM THERMISTOR SENSOR KE2 PROVIDE A CUSTOM,DIGITALLY PRINTED AND HIGH- r, J FACTORY INSTALLED IN SELF-CONTAINED DURABILITY LAMINATED LABEL MOUNTED ON x CASE.WIRE TO XIO.REFER TO ONE-LINE CONTROLLER ENCLOSURES INDICATING THE DIAGRAM FOR ADDITIONAL INFORMATION. NE REFRIGERATION CIRCUIT(S)SERVED BY THE KE2 CONTROLLERS WITHIN.LETTERING SHALL BE WHITE, G Sri InN G MINIMUM OF 3/4"HIGH,ON A BLACK BACKGROUND. PROVIDE 4"X4"WIREWAY � KE2 ;J1 G — — — — — — — _ — — — — PROVIDE PLYWOOD BACKBOARD IM c� m BAKER UTILITY J GROCERY INSTALL OWNER FURNISHED KE2 COIL O SALES CONTROLLER ENCLOSURES.REFER TO FAKERY BAS ONE-LINE DIAGRAM. INSTALL 0 BAS ONURNISHED XIO. COOLER m PROVIDE IONS UNISTRUT,OR EQUAL, :%FMR; SALES REFER TO BAS ONE-LINE DIAGRAM. 6 AT LOCATIONS WHERE THE BACKBOARD =__ ,�•,, �2a CAN NOT BE SECURELY FASTENED TO ;XIO; •?,�, G'<` THE WALL.SECURE UNISTRUT TO STRUCTURE AND FLOOR.PROVIDE Q - - - L - - - - � - CROSS-BRACING AS REQUIRED,TYP. 3 PICKUP BAS BACKBOARD - - - r, r / CHECKED BY: EJM NTS 12/04/17 ,�E •,G�J DRAWN BY: WMK PROTO CYCLE: 05/30/25 DOCUMENT DATE: 09/03/25 HORN/STROBE WIRED TO OGP FREEZER. 1 / HORN/STROBE WIRED TO OGP COOLER. J BASR5 BASK ASR ASR TVP TYP i 1 2 3 o ASR6 ASR CU1 TCO2 DOOR SWITCH WIRED TO — — — — — — C XIO.REFER TO KE2-RE2 L E p DOOR SWITCH \ p U U APPLICATION MATRIX.TYP. 1 — CU3a TCO o k O ((CU1 TCO2))KEz-REz-ao D D LDP os 3) ❑ (CU2 TCO2)KE2-RE2so(O51) (DS (CU3a TCO2)KE2-RE2-a0 (CU3b TCO2 rcEz ODUCE 2 3 R Es1 BA`S j Bid xlo ELCE o' C 1c GLY x} PRODUCE COOLER ECHANI J O� NN _______________COOLER HALLWAY •�°•' C2 aGLY� CUST MER0. G DINING SE I E p C. DELI 'Fe• O<L 00'Ie .,rcez-c, e• ♦: DELI TIILITY KEvcc• L.. __________ s1 hoc• LLLJJJ FREEZ — — — WHITE \/�lZ.•./\� O BOX — C22c GLY DINIt 3 ORAL I Ti RETu� STO E STORAGE — — — — — — — — — — — E__�___ � — — — FREEZE — BUILDING t + -CART-- VESTIBULE-R OLE B �------STORAtIEGMJ i u B I AUTOMATION El 1 SYSTEM 10 1 � 4 EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND ILURE OGP REFRIGERATION BUILDING AUTOMATION PLAN REFRIGERATION BUILDING AUTOMATION PLAN GROCERY REFRIGERATION BUILDING AUTOMATION PLAN SHALL FIELDVERI VERIFY EXISTING CONTRACTOR TO SPECIFICATIONS MSELF ITHTHISKNED KNOWLD.THE EDGE DOES SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING 0 SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHFFT: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF gqS R2 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. REFRIGERATION SYSTEM MTB DISCHARGE AIR TEMPERATURE AND DEFROST PARAMETERS DISCHARGE AIR TEMP SETTINGS FOR CASES/ RETURNAIRTEMP DEFROST DEFROST SCHEDULE SETTING FOR WALK IN BOXES ARCHITECT OF RECORD: BRA ARCHITECTURE,INC F Q www.bmarcM1.cem ~ w Z Q d K 4 W Z ry ro y m m n m p o N FAX.913-x6x-9om U APPLICATION MODEL NUMBER MFR EQUIP NUMBER y ¢ 0 U 10 12 e T. 0 m Z w rc w a o 0 0 0 a C, o 0 0 o I] o 1 o ¢ Qa ¢ w p F z< 10 O W. m y tzFw wwor BSO4DXSRVC DELI Se8-Service Deli E2V-SVO HUSSMANN ETR - 27 - - OT 4 048 0 1:05 7'05 13.05 19.05 ° Circ- rc of x wGC~'u'o w owt°i BS05 DX MD PROD ISL MD Produce Islantl PFI-RAC51 HILL PHOENIX ETR - 24 28 - OT 6 42 30 0 0:47 4:47 8.47 12.47 16.47 20.47 W a ',°5 w d w a m a m BS06 DX MD DELI M83 Dell DX6XN KYSOR WARREN ETR - 27 33 - OT 6 35 47 0 0.24 424 8:24 12:24 16.24 20.24 Z H zd o a €¢ a rc BS0]DX SRVC DELI Servke Dell ESBDS HUSSMANN ETR - 20 25 - OT 2 90 - 0 10:01 22:01 O Om¢°^moo zow�aLLw° G zw3 z'bor3¢€w6� H BSOB DX POULTRY OUR Poultry Cooler W.I. SME-130 BOHN ETR - 20 28 - EL 3 40 55 3 1:33 9:33 17:33 J Paz newmopm a8zw O oW�W�J Ew Jw Ow o o U3 BSIO DX AT ISL/MT ISL END M.T.Coffin lSbM wl Entls FWGIFWEG HUSSMANN ETR - 19 24 - EL 1 60 - 1 23:04 a `ee �w�gFw� wxg BSII DXMT ISL/MTISLEND M.T.Cofin lSbM wl Entls FWGIFWEG HUSSMANN ETR - 19 24 - EL 1 60 - 1 2:01 N �� BS12 DX MT ISL I MT ISL END M.T.Coffin Is18M wl Entls FWG-EG HUSSMANN ETR - 19 24 - EL 1 60 - 1 3:32 BSI3 DX MEAT CUR Meal Cooler W.I. WKE-210 BOHN ETR - 19 28 - EL 3 40 55 3 304 11:04 19:04 SSI5 DX SRVC DELI Servke Dell SMBT HUSSMANN ETR - 18 24 - OT 40 48 0 2:38 8:M 14:36 20:36 B0I GLY MD MEAT MD Meat MX5XG-VOP KWR WARREN RW38.=-OW12MM - 20 26 - OT 6 30 47 2 D. 0:00 8.00 12'.W 16.00 20A0 B02 GLY MD MEAT MD Meat MX5XG-VOP KYSOR WARREN RW38.W2.0&12I2024 - 20 26 - OT 6 30 47 2 0:95 0:35 8:35 12:35 16:35 20:15 B03 GLY MD CAKE MD Bakery BX3LN4V0 KYSOR WARREN R81018.8U.0911212024 - M 20 - OT 6 31 47 0 1:10 5:10 9:10 13:10 1]:10 21:10 General Notes: 0, �. F _ _ 1.Information included In this scbetlule is taken from manufadurefs subm6bls. Q /G �.8 2.Contractor io vedfyinformadon against tared subm6lals evallade a[time ceseslcdls are tlelNeretl. J 2 O/3 2 w 3.Pal--re[o be used in progmmming newheplacetl caseslcolls only. Z O 4.Dehost controlletl via S3C wnlrollers.KE2 conkdlers,antl CIM Mo0ules.Refer bone-line tliagram ho atltlltlonal info0natbn. U REFRIGERATION SYSTEM MTC DISCHARGE AIR TEMPERATURE AND DEFROST PARAMETERS DISCHARGE AIR TEMP SETTINGS FOR CASES/ O O O7 DEFROST DEFROST SCHEDULE N RETURN P � 00 SETTING FOR WALKALL IN IN BOXES � 00 �Zo 0 LL _ o- o 0 rz 1w w W i C9 a U APPLICATION MODEL NUMBER MFR EQUIP NUMBER m vwi 4 ti p ,k i i O Q O m i rc w u F w z n o o a a o a o a o 0 0 WZ 2 U ¢H¢ 0 O K W O u f O z Z LU LU ° O g J -Z DID DX BKRY CUR Bakery Coder Wl ADT-090 BOHN ETR - 25 35 - OT 3 40 55 0 2:32 1032 CO2 DX MD PROD MD Pmtluce w/Misters CV W£%A SAN- ETR - 28 34 - OT 6 30 50 0 025 4:25 825 1225 16 M 2025 � \` O III CO3 DX MD PROD MD P-m w/Misters CVW£XA 8-0 ETR - 28 34 - OT 8 30 50 0 0- 445 8:45 12:45 18:45 2045 � z C04 DX PROD OUR Produce Cadet W 1 WK-2]0 BOHN ETR - 28 38 - OT 3 40 50 0 B.. 1432 22. m O COS DX DELI CUR DHI Coder W I SM-102 BOHN ETR - 25 35 - OT 3 90 55 0 3'. 1102 1902 C07 M DAIRY CUR 2/3 Dairy Cadet W I ADT-280 BOHN ETR - 25 35 - OT 3 45 50 0 B.. 1352 21:. ON M DAIRY CUR 1mmIry Cadet Wl ADT-280 BOHN ETR - 25 35 - OT 3 45 50 0 1.. 920 1720 ISSUE BLOCK CIO DX DAIRY OUR Dairy Coder Wl SM-OBO BOHN ETR - 25 35 - OT 3 45 50 0 8:27 1 14:27 22:27 C15 DX MD BEER MD Bex 05DM HILL PHOENIX ETR - 29 36 - OT 4 42 47 0 5:20 1120 1120 T3:20 C17 DX MD DELI MD Dell -N KVSOR WARREN ETR - 29 33 - OT It 35 47 0 0:00 4:00 8:00 12:00 16:00 20:00 C18 DX MD DELI MD De11 -N KVSOR WARREN ETR - 28 33 - OT 6 35 47 0 2:00 6:00 10:00 14:00 16:00 22:00 C19 DX MD BEER MD Seer D%8LN KVSOR WARREN ETR - 28 32 - OT 6 35 47 0 0:35 4:35 8:35 12:35 16:35 20:35 C20 DX MD BEER MDBeer DX6LN KYSORWARREN ETR - 28 32 - OT 6 35 47 0 1.17 5:1] R17 13:17 1]:1] 21.17 COB GLY MD BEER MD Beer DX6LN-VCT KYSOR WARREN RS4018.442.OM112024 - 20 35 - OT 6 25 47 0 3:00 IN 11.00 16:00 19:00 23A0 CIO GLY MD DAIRY NO Dairy wl Doors DXOLD-VCT KV80R WARREN RS3007.042.0&1212024 - 20 36 - OT 3 35 47 0 2:12 10:12 18:12 CI GLY MD DELI NO Dell w/Doors DX6LD-VCT KYSOR WARREN RS3007.042-ON1212024 - 20 36 - OT 3 35 47 0 100 900 1700 C12 GLY MD DELI MD Deli W Doors DX61-D-VCT KYSOR WARREN R33007.042-0&12MO24 - 20 34 - OT 3 35 47 0 0:20 S." 16.20 C13 GLY MD DAIRY MD Dairy W Doors DX61-D-VCT KYSOR WARREN RS3007.0Q-0&1212024 - 20 34 - OT 3 35 47 0 3.0 11.0 19.." C14 GLY MD RL DAIRY MD Rear Load Dairy W Doors DR6L0.VCT KYSOR WARREN RS3026.042-OW07MON - 20 32 - OT 3 35 47 0 4:18 12:18 20:18 C21 GLY MD DELI Grab a'Go WA45-VOP HILL PHOENIX R31069.652.12/0612023 - 20 32 - OT 6 30 45 0 3:40 7:40 11:40 15:40 19:40 23:40 CM GLY MD DELI MD Deli W Doors DXBLD-VCT KYSOR WARREN R33007.042-OW 212024 - 20 30 - OT 3 35 47 0 5:00 13A0 21.00 C23 GLY MD DELI ISL I END NO Deli Islantl IMX5C4VO I Iwo-SVO HUSSMANN RS10]].U2-111121WNi RS1078b42-IIlIV20U - 20 32 - OT 6 20 52 0 3:20 7:20 11.20 15:20 19:20 23:20 Geneal Notes: 1.Information included in this scbetlule is taken from manufaclurefs subm6bls. 2.Con 11,bvedy brormadon ageinsuetest suanmNs evauaae at time caseslcdl-delNered. CHECKED BY: EJM 3.Paremelers above are W be used In pmg111119 new/repbced caseslco115 only. DRAWN BY: WMK 4.Defrost--led Na KE2 6 CMS c9nvollers.Rarer t9 wall,,diagram fro addftlooal 0Df mMbn. PROTO CYCLE: 05/30/25 DOCUMENT DATE: 09/03/25 REFRIGERATION SYSTEM CU-1 DISCHARGE AIR TEMPERATURE AND DEFROST PARAMETERS DISCHARGE AIR TEMP SETTINGS FOR CASES/RETURN AIR TEMP DEFROST DEFROST SCHEDULE SETTING FOR WALK IN BOXES wUr 0 a10 U APPLICATION MODEL NUMBER MFR EQUIP NUMBER m N w w 4 U a rc z g � F z w w < d o 0 0 0 0 0 0 0 0 0 0 0 o W. 0 � o JL W o u f w m o CUD TOM OGP FREEZER 12 0GP Freezer Wl KRDE4E-220HAK KRACK -- - -18 -8 - EL DEMAND DEFROST EMPLOYED BV KE2-RE2 CONTROLLER REFRIGERATION SYSTEM CU-2 DISCHARGE AIR TEMPERATURE AND DEFROST PARAMETERS DISCHARGE AIR TEMP SETTINGS FOR CASES/RETURN AIR TEMP DEFROST DEFROST SCHEDULE SETTING FOR WALK IN BOXES n Z wo w a w a wo LL U APPLICATION MODEL NUMBER MFR EQUIP NUMBER `]' W h ¢ m U zU O o o o o o O� 47 rc w w w n Q a w o Q o a o a o 0 o gj01iAL y z o LL ►�3�a5 BUILDING CU2 TCO2 GGP FREEZER 12OGPFreezer Wl KRD64E-220HAK KRACK -- - -20 -10 - EL DEMAND DEFROST EMPLOYED BV KE2-RE2 CONTROLLER AUTOMATION SYSTEM EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHFFT- DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF gqS R3 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. REFRIGERATION SYSTEM CU-3 DISCHARGE AIR TEMPERATURE AND DEFROST PARAMETERS DISCHARGE AIR TEMP SETTINGS FOR CASES/ RETURN AIR TEMP DEFROST DEFROST SCHEDULE SETTING FOR WALK IN BOXES ARCHITECT OF RECORD: BRR ARCHITECTURE,INC LL LL Q u www.bmarcM1.cem 0 d ; W Z FAX.9+3-xex-90m U APPLICATION MODEL NUMBER MFR EQUIP NUMBER rc z 10 Q Q W O Q 0 Q o o a o [I o a o o [] f] [] 4 > > u h � 10 o r m y t�Fw nwor CU3 TCO2 OGP COOLER OGP Cooler WI GL3a0.135HDAA KRACK - - 24 34 - EL DEMAND DEFROST EMPLOYED BY KE2-RE2 CONTROLLER I j ° t vmn i CU PARAMETER AND SETPOINT VERIFICATION REQUIREMENTS z 3_a�tiwH-'w w 0 =w;�ao�HHH, UNIT REFRIGERANT SUCTION PRESSURE CUT-OUT SUCTION PRESSURE CUT-IN CASE/COIL TEMPERATURE v.00€a° w 5 �N�°eLL (PSI) (PSI) BE DINT d o �iz��yww°waovg WIRE LEGEND ES-1 BAS ONE-LINE AND SCHEDULE NOTES REFRIGERATION BAS ONE-LINE REFLECTS THE KE2-RE2 DEFROST PROGRAMMING (°F) r -z iO��r_02OR INTENDED DESIGN BASED ON NEW CASES AND rn �� $ca',00'rc�rcrc'a� X I O SCHEDULES COMMUNICATION PORT E _— EXISTING BAS DEVICE,SENSOR,OR WIRE FOR REUSE. EXISTING SYSTEM NUMBERS.VERIFY ALL BONDING GROUP#01 CL l TCO2 R-74a lea 252 WIR-1010(TAN CABLE 18-2,20-2 TWISTED PAIR) EXISTING CONDITION AND LOCATION OF ALL CIRCUITS CU-1/2 TCO2 OGP FREEZER Cue TCO2 a-74a 1a9 2. -12 COM1 LCD(IF APPLICABLE)/BACNET LOOP RL EXISTING BAS DEVICE OR SENSOR TO RELOCATE AND PROGRAM FOR SYNCHRONIZED DEFROST WIR-2020(BLUE CABLE 22-2 TWISTED PAIR) RECONNECT.INSTALL NEW CABLE FOR RELOCATED BAS EQUIPMENT PRIOR TO ROUGH-IN. MAXIMUM DEFROST:17.4A CU-3 TCO2 R-7aa 407 S. x COM2 RS485 COMM LOOP DEVICE OR SENSOR AS NECESSARY. XI0-811.1-C2 SCHEDULE CAT-5E CONTRACTORSNALLVERIFY,AFTER INSTALLATION AND STARTUP01RCUS RD REDESIGNATED BAS DEVICE OR SENSOR. UNLESS NOTED OTHERWISE,DEVICES AND BONDING GROUP#02 N a NOTES: RP REPLACED BAS DEVICE OR SENSOR. CABLING SHOWN IN THIS ONE-LINE DIAGRAM CIRCUITS CU-3a/b TCO2 OGP COOLER 1.THE CORRECT REFRIGERANT IS SELECTED IN THE CONTROL MODULE(IFAPPLICABLE). COM MODULE 1 INPUT BAS POINT NAME 1. ALL CABLE AND WIRN020 CABLE RNISHEISE. ARE VEN AU FURNISHED;REFRIGERATION PROGRAM ERSYNCHRONIZED DEFROST 2.PRESSURE CONTROL CUT-IN AND CUT-OUT SETPOINTS ARE SET PER THE TABLE ABOVE. 2. ALL WIR-1010 AND WIR-2020 CABLE FURNISHED BY COMMUNICATION PORT N NEW BAS DEVICE OR SENSOR. BUILDING AUTOMATION CONTRACTOR TO MAXIMUM DEFROST:10.4A C9 w - Ui/A7 STA7 DX(N,AI,FI) OWNER FOR INSTALLATION BY CONTRACTOR. INSTALL CABLING AND DEVICES AND MAKE 3.RCU DEFROST MODE IS SET TO OFF IF 3ROPARTY CASE/COIL DEFROST CONTROL IS UTILIZED. m COM3 RS485 COMM LOOP FI NEW FIELD INSTALLED BAS DEVICE,SENSOR,OR WIRE. rn 2 U1/A2 3. ALL OTHER CABLE FURNISHED AND INSTALLED BY FINAL TERMINATIONS.REFER TO PLANS FOR - STA2 DX(N,AI,FI) DEVICE LOCATIONS. z CONTRACTOR. COM4 RS485 COMM LOOP FA ------ NEW FACTORY INSTALLED BAS DEVICE,SENSOR,OR WIRE. < <0 U1/A3 STA3 DX IN,Al,FI) M BAS DEVICE OR SENSOR USED FOR MONITORING ONLY. KE2-RE2 DOOR SWITCH APPLICATION MATRIX 0 f Ui/A4 SPARE y z =w DI DIGITAL INPUT. COORDINATE WITH LEGACY BAS VENDOR Ui/A5 SPARE COM MODULE 2 (NOVAR)FOR THE REPROGRAMMING OF THEIR U COMMUNICATION PORT Al ANALOG INPUT CIRCUITS FROM THEIR CONTROL.VERIFY . RACK CONTROLLER WITH THE REMOVAL OF EQUIPMENT APPLICATION AIR CURTAIN DOOR CONTROLLER NOTES Ul,%6 SPARE U11A7 SPARE COM5 RS485 COMM LOOP DEFROST SCHEDULES ARE COORDINATED SWING DOOR KE2-RE2 A,B,J BETWEEN THE EXISTING RACK CONTROLLER HCR rOiJ WAS SPARE COMB RS485 COMM LOOP AND THE NEW CASE CONTROLS. ROLLSEAL KE2-RE2 C,D,J NOTE: APD/PICKUP XI0-8U-0DP SCHEDULE 1)NOTALLCONNECTIONS SHOWN ON THIS SCHEDULE ARE OTHER AIR CURTAIN OR DOORS WITHOUT SWING DOOR KE2-RE2 OO PRESENT AT EACH REFRIGERATION GATEWAY.REFER TO AIR CURTAINS N ONE-LINE DIAGRAM FOR CONNECTIONS SPECIFIC TO EACH O O DO INPUT BAS POINT NAME REFRIGERATION GATEWAY. ROLLSEAL KE2-RE2 E,F,J > GENERAL NOTES: >p UVA1 CU1/2 TCO2 LEAK IN,Al,FI RACK DTB RACK MTC �J�I C,1.REFER TO KE2-RE2 WAL(-IN CONTROL WIRING DETAIL(S). IJ BOO O Ui/A2 CUi/2 TCO2 LEAK(N,DI,FI) CATEE CAT5E 2.REFER TO BASR PLANS AND ONEiINE DIAGRAMS FOR DEVICE LOCATIONS AND I/O SCHEDULES H ' O RACK MITE EXISTING' 'ES1 RACK MTD EXISTING'ESi' U11A3 CU3 TCO2 LEAK IN,Al,FI) REFRIGERATION GATEWAY REFRIGERATION GATEWAY 3.REFER TO MANUFACTURERS INSTALLATION AND WIRING INSTRUCTIONS. O U1/A4 CU3 TCO2 LEAK IN,DI,FI) NOTES: O J COM1 COM2 COM3 COM4 COM5 COMB COMi COM2 COM3 COM4 COM5 COM6 PUMP SKID CONTROLLER FACTORY 0,0 Ui/A5 RELOCATE SECONDARY CO2 PUMP SKID Q O D51(N,DI,FI) INSTALLED INSIDE PUMP BASR REFER TO A.WIRE HCR DOOR SWITCH TO HCR CONTROLLER CPCO FROM END OF COMM LOOP 2 TO OEM SUBMITTALS AND BASR PLANS TYP. LLI Z U1/A6 D52(N,DI,FI) COMM LOOP 3. XIO-8U-C1 B.WIRE KE2 DOOR SWITCH TO BAS ILO BOARD 9.WIRE ROLLSEAL DRY CONTACT TO KE2-RE2. Z UJ U11A7 PROVIDE WIR-2020 ANALOG SIGNAL w m DS3(N,DI,FI) C.WIRE ROLLSEAL DRY CONTACT TO HCR CONTROLLER AND BAS ILO BOARD(DOUBLE-TAP) H o CABLING FOR SELF-CONTAINED CASE 0 O Ui/A8 SPARE CONTRACTOR SHALL INSTALL OWNER r___° TEMP SENSOR FOR MONITORING.WIRE D.DISCARD KE2 AND HCR MAG SWITCHES �� FURNISHED RS-485 BACNET CABLE TO ------' ------ iCMSI (BS01 a MD MEAT)(DEMO) BACK TO XIO.REFER TO XIO SCHEDULE(S) E.WIRE POI-I DRY CONTACT TO BAS I/O BOARD O J z� 1 KE2-CC;(601b GLYMD MEAT)(N) �CPCO; LTB SCO2 RL NN FIRST CASE/COIL CONTROLLERS.REFER . ( )( ) =_ ______ ______ FOR ADDITIONAL INFORMATION. TO CASEICOIL DETAILS FOR ADDITIONAL -"[--'T I CMSI (BS01b MD MEAT)(DEMO) ;KE2-CC (COB GLY MID BE N XIO-8U-C2 F.DISCARD KE2 NAG SWITCH 1 KE2-CCI(601a GLY MD MEAT)(N) L j ) ( ) CPCO (MTC GLY) (N) INFORMATION.TYP Ir -_ -[===i ------ G.WIRE KE2 DOOR SWITCH TO KE2-RE2 [C[CCT ___1___ ;CMS; (BS01c MD MEAT)(DEMO) - w ____ 1KE2-CCI(C09b GLY MD DAIRY) (N) ;S;(STAI DX)(N) o m 'KE2-CC;(602c GLY MD MEAT)(N) i_cPCQ�(MTC GLY) (N) H.WIRE ROLLSEAL DRY CONTACT TO HCR CONTROLLER AND KE2-RE2(DOUBLE-TAP) CASE CONTROLLER QUANTITY TO BE L ===[=== '-" DETERMINED BY THE CASE ---[---' IKE2-CC;(C09a GLY MD DAIRY) (NJ - LWIRE ROLLSEALDRVCONTACTTOKE211 zz LKE2 CC (1302b GLY MD MEAT)(N) ---, ;S j(STA2 DX)(N) m MANUFACTURER.TYP. LCMS (603a DX LT CFN END)(E) - -[ T KE2-CC: GLY MD RL DAIRY) (N) J.EVAPORATOR FANS SHALL NOT CYCLE OFF BASED ON DOOR OPENING. O CASELLEDIN NEW CASE. REFORY ;KE2-CCI(602a GLY MD MEAT)(N) `-a )( ) K.EVAPORATOR FANS SHALL CYCLE OFF BASED ON KE2-RE2 DOOR OPENING INPUT. INSTALLED IN NEW CASE.REFER �_r_, KE2-CC' (STA3 DX N ---[--- ;CMSI (B01b DX LT CFN)(E) ;KE2-CCI(C74b GLY MD RL DAIRY) (N) TO CASE SCHEMATIC DETAIL TYP. 1 KE2-CC (B03b GLY MD CAKE)(N) --- REFER TO CASE CONTROLLER ===C== ---- KE2-CC.(C14a GLY MD RL DAIRY) ISSUE BLOCK WIRING DETAIL.TYP !KE2-CC:(1303a GLY MD CAKE) ICMSi (BS02a MD MEAT)(DEMO) NEW ETHERNET CABLE TO WALMART BASR EQUIPMENT SCHEDULE �=2=' DATA NETWORK FURNISHED AND BS02b MD MEAT DEMO 1 KE2-CCI(C13c GLY MD DAIRY) (N) CONTRACTOR SHALL INSTALL OWNER KE2-RE2(BO6a SCO2 GROC FZR)(E) ;CMSi ( )( ) 'CMg1 (C09a MD DAIRY)(DEMO) INSTALLED BY WALMART CABLING ISO FURNISHED RS-485 BACNET BETWEEN 2= --[--- _ PROVIDER.BAS CONTRACTOR TO VENDOR TYPE QUANTITY NOTES 1 CMS (BS03a MD CAKE)(DEMO) 1 KE2-CC (C13b GLYMD DAIRY) (N) 'CMS 1 (COSS MD DAIRY)(DEMO) HONEYWELL INTERNATIONAL INC Novar E51 w/XFMR 1 KE2 CONTROLLERS.TYP COORDINATE THE DATE REQUIRED FOR _ ,:3::' ---[---+ --- THIS SERVICE WITH THE OWNER'S INSTALL OWNER FURNISHED WIR-2020 I CMS (BS03b MD CAKE)(DEMO) IKE2-CCI(C13a GLY MID DAIRY) (N) CONSTRUCTION MANAGER. HONEYWELL INTERNATIONAL INC Novar xcm.LCD W/XFMR 1 - BETWEEN CMS CONTROLLERS.TYP. ---[--- -- 1 KE2-CCI(C12c GLY MD DELI) (N) CMS; (C07a DX DAIRY CUR)(E) HONEYWELL INTERNATIONAL INC 1 XIO Enclosure 2 - rCMS1 (BOSa DX MD PROD ISL)(E) ___[___; `-3:-' `-J, 1 KE2-CCI(C12b GLYMD DELI) (N) r_Y_'_� HONEVWELL INTERNATIONAL INC Leak Detection Panel 2 - CMS; (C10c DX DAIRY CUR)(E) MS: (BS05f DX MD PROD ISL)(E) ;KE2-CC"I(C12c GLY MD DELI) (N) `--- HONEVWELL INTERNATIONAL INC KE2-RE2 Evap Controller 4 _ ---[---+ :CMS,' (C13a DX MD DAIRY)(DEMO) HONEYWELL INTERNATIONAL INC Door Switch 3 - I CMF. (BS09a DX MD PROD ISL)(DEMO) 1 KE2-CC,,'(Cl 1 GLY MD DELI) (N) -_-� '___' ===C==+ CMS: (C13b DX MD DAIRY)(DEMO) GENERAL NOTES: 1 CMS (BS09b DX MD PROD ISL)(DEMO) 1 KE2-CC (C21a GLY MD DELI) (N) I___ �-_ .. ==.I===T CM51 (C13c DX MD DAIRY)(DEMO) 1.REFER TO LEAK DETECTION EQUIPMENT SCHEDULE FOR LEAK DETECTION DEVICES. 1 CMS (BS09c DX MD PROD ISL)(DEMO) ;KE2-CC:(C21b GLY MD DELI) (N) GENERAL NOTES: ':3: I CMS 1 (C14a DX MD RL DAIRY)(DEMO) 1 CMS. (BS09d DX MD PROD ISL)(DEMO) 1 KE2-CC C21c GLY MD DELI (N) 1=�_ NEW ETHERNET CABLE TO --'- ___[___ ( ) CMSI (C14b DX MD RL DAIRY)(DEMO) IA.BOSSGATEWAY TO BE FURNISHED BY RAE CORP. WALMART DATA NETWORK BY -- WALMART CABLING ISO PROVIDER rCMS (BSOS DX POULTRY CUR)(E) 1 KE2-CC.-(C21d GLY MD DELI) (N) LCM51 (C14c DX MD RL DAIRY)(DEMO) BAS CONTRACTOR TO COORDINATE a :KE2-CC1lC23aGLYMDDELIISL) (N) CIRCUIT RESTART SCHEDULE THE DATE REQUIRED FOR THIS __ ___+ -1— SERVICE WITH THE WALMART -[ ' ( )( ) CONSTRUCTION MANAGER.TYP. 1 KE2-CC:(C23b GLY MD DELI ISL) (N) CiS I C15a DX MD BEER RL CIRCUIT LOAD CHECKED BY: EJM SYSTEM APPLICATION GROUP TIME DELAY NOTES ---[--- ;CMS: (C15b DX MD BEER)(RL) %MBH DRAWN BY: WINK 1 KE2-CC 1(C23c GLY MD DELI ISL) (N) REQUIRES 120V POWER SUPPLY.TYP. EDC �_= - ---[--- ;CM B01 GLY 31% MD Meat 1 3 MINIS 1 (C15c DX MD BEER)(RL) PROTO CYCLE: 05/30/25 CAT5E ;KE2-CC (C23d GLY MID DELI ISL) (N) 1_=_� Bog GLY 47% MD Meat 2 3 MINIS - NEW OGPTION G 1' ___[___ CMS 1 (C20 DX MD BEER)(RURD) OWNER FURNISHED ES1 REMOTE LCD REFRIGERATION GATEWAY DOCUMENT DATE: 09/03/25 SCREEN PROVIDED WITH 120V/24V 1 KE2-CC:(C22d GLY MD DELI) (N) =2 NITS GLY 603 GLY 15% Service Deli 3 3 MINIS TRANSFORMER. COM1 COM2 COM3 COM4 COM5 COMB ---[---. CMS 1 (C19 DX MD BEER)(RD) 1 KE2-CCI(C22c GLY MD DELI) (N) ` B% System Heat Gain 4 3 MINIS -'F-"T CMS; (Cl Be DX MD DELI)(E) _ 18% System Heat Gain 5 3 MINIS ES1 REMOTE LCD SCREEN.REQUIRES I KE2-CC I(C22b GLY MD DELI) (N) W - 24VAC POWER SUPPLY.TYP. ES1 REMOTE r---[---T r-T, C21 GLY 25% Grab n'Go 1 3 MINIS - LCD SCREEN IKE2-CC(C22a GLY MD DELI) M) CMS: (C17a MD DELI)(E) `---- C23 GLY 20% MD Deli Island 2 3 MINIS CMS; (Cl 1a DX MD DELI)(DEMO) C06 GLY MD Beer XIO-8U-ODP C11 b DX MD DELI)(DEMO) ;CMS; ' (CU1/2 TCO2 OGP FZR) (N) °='J (C11c DX MD DELI)(DEMO) C09 GLY 21 A MD Dairy w/Doom 3 3 MINIS - CMS I C11 GLY MD Deli w/Doom (CU3 TCO2 OGP CLR) (N) =J MTC GLY WIRE TICAL CO2 CMS (C12 DX MD DELI)(DEMO) DS(DSi) (N) CONDENSINGNSING UNIT ---- C1GLY M Deli w/Doom DS(DS2) (N) CONTROLLER BACK TO C13 GLY MD Rearr Load Dairy w/DOors EXECUTIVE CONTROLLER. XIO FACTORY INSTALLED IN OWNER DS(DS3) (N) ;(CU-1 TCO2) (N) C74 GLY 77% MD Dairy w/Doom 4 3MIN5 - FURNISHED ENCLOSURE(S).REFER TO XIO =__[__= C22 GLY MD Deli w/Doors SCHEDULES.TYP. 1(CU-2 TCO2) (N) ___I___ - 17% System Heat Gain 5 3 MINIS - PROVIDEDIGITALANDANALOGSIGNAL i '(CU-3 TCO2) (N) CABLING FOR EACH LEAK DETECTION -------+ GENERAL NOTES: ZONE ROUTED TO LEAK DETECTION PANEL INSIDE STORE.REFER TO PLANS 1.CIRCUIT RESTART SCHEDULE SHOWN IS RECOMMENDED BASED ON EQUIPMENT MINIMUM OPERATING FOR LEAK DETECTION PANEL LOCATION AND LEAK DETECTION ZONE DEVICES CONDITIONS TO ENSURE FULL RESTART. ONE-LINE DIAGRAM FOR WIRING.REFER KE2-RE2 (CU-1 TCO2 OGP FZR) (N) TO XIO SCHEDULES FOR ADDITIONAL 2.EACH GROUP SHOULD TARGET APPROXIMATELY 20%OF THE PUMP SKID TOTAL LOAD.ADJUST PERCENTAGE INFORMATION.TYP. KE2-RE2 (CU-2 TCO2 OGP FZR) (N) AS NEEDED BASED ON PROJECT SOW. PROVIDE DIGITAL WIRING FROM DOOR KE2-RE2 (CU-3a TCO2 OGP CLR)(N) 3.THIS RESTART SCHEUULE IS INTENDED TO BE USED IN THE EVENT OF POWER LOSS OR COMPLETE RACK SWITCH TO XIO FOR DOOR POSITION MONITORING ONLY.TYP. SHUT DOWN.IT SHOULD NOT BE USED IN PLACE OF PHASING SCHEDULE. KE2-RE2 (CU-3b TCO2 OGP CUR) (N) �p J.blrj. _________________________________________ 4.IF MAIN BASR VENDOR IS COPELAND E2E THEN UTILIZE 25%STEPS. BONDING GROUP#01.KE2-RE2S by PROGRAMMED FOR SYNCHRONIZED DEFROST. 41742 CAT5E BETWEEM KE2-RE2 FOR �g�7eR1� SYNCHRONIZED DEROST.PROVIDE NETWORK �OIiAL SWITCH,REFER TO KE2-RE2 CONTROLLER DETAIL FOR ADDITIONAL INFORMATION. 13.25 REFER TO WALK-IN CONTROLLER WIRING DETAIL.TYP BONDING GROUP#02.KE2-RE2S BUILDING PROGRAMMED FOR SYNCHRONIZED DEFROST. AUTOMATION SYSTEM EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING R E F R I G E RATION BAS ONE—LINE D I AG RAM ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE ALL DRAWINGS AND 1 EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHFFT- DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF BASR EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. 120V SKID CONVENIENCE RECEPTACLE CIRCUIT,REFER TO ELEC PLANS ARCHITECT OF RECORD: 82 81A BRA ARCHITECTURE,INC 120VAC TO 24VDC PROVIDE CONDULET AT CEILING PENETRATION oveRuxo FwBCV Bs ssxoa TRANSFORMER SECONDARY GLYCOL SKID FILLED WITH SILICONE SEALANT,TYP +++ee••+•=�=en, (FIELD INSTALLED) POWER CONTROL PROVIDE V EMT CONDUIT TO Fwx.e.a-xsx-so+a + + PANEL. z z 1"EMT CONDUIT PENETRATION WALK-IN COIL CONTROLLER PANEL. SEALED WITH SILICONE FOR COIL CONTROL WIRING FIELD INSTALLED C w w SEALANT,TYP 480/60/3 115I60/1 o m x LCD SCREEN. JC X Z r r COOLER/FREEZER BOX CEILING SKID POWER MAINT RCPT m m c7 w w PRO-+S L1 L2 G_ 81A82G NEXT COIL MT CONTROUIT L WIRING S NEXT COIL CONTROL JUNCTION BOXES ON SAME SYSTEM WHEN MULTIPLE COILS ARE IN REFER TO ELEC RS485 CATS SAME COOLER/FREEZER BOX.CONDUIT AND RS-485 PLANS FOR WIRE BACNET WIRING SAME SIZE AND QUANTITY AS WIRING wo ewa.° BACNET AND CONDUIT TO PANEL.COIL CONTROL CONDUIT SHALL g = 4ww ww SIZING BE1". w o �yfiFpo iiz o +S L1 L2 G Li N G +Sof � 3�°gawa°3� BACnet 480V IN-STORE 208V IN-STORE BACnet WALMART �'aoa xU�€na PROVIDE CEILING MOUNTED WP JUNCTION BOX WITH z MSTP FROM PANELBOARD PANELBOARD OR MSTP FROM ES1 STORE �LLa$ti jpz PREVIOUS REFER TO NEARBY IP DROP THREADED HUBS AND GASKETED COVERPLATE. O z ; 3aw��o°za SEAL TOP OF JUNCTION BOX TO COOLER/FREEER LCD ELEC PLANS ROOF EQUIPMENT TYPICAL COIL o y SCREEN. MAINTENANCE CEILING WITH SILICONE SEALANT,TYP. oo�iz w� a orc3 RECAPTACLE r CIRCUIT. PROVIDE I"LIQUID-TIGHT FLEXIBLE METAL REFER TO CONDUIT TO KNOCKOUT ON UNIT.FINAL ELEC PLANS CONNECTION TO COIL BY RC,TYP. NOTES: 1.ALL CONTROL WIRING AND LOW VOLTAGE WIRING BETWEEN SKIDS AND CONTROLLER LOCATIONS PROVIDED BY BASR CONTRACTOR. NOTE:DO NOT LOCATE WP JUNCTION BOX DIRECTLY IN FRONT OF DISCHARGE FAN,OFFSET TO SIDE. N N 2.ALL SHIELDED AND NON-SHIELDED CABLE TO BE A MINIMUM OF#18 AWG. _ NOTE:THE CONDUIT AND WIRING IN THIS DETAIL IS FOR LOW VOLTAGE AND CONTROL VOLTAGE WIRING ONLY. 3.REFER TO MANUFACTURER SUBMITTAL DRAWINGS FOR PHYSICAL LOCATIONS OF TERMINATION POINTS. EVAPORATOR COIL POWER LINE VOLTAGE WIRING SHOULD BE INSTALLED IN SEPARATE CONDUIT.REFER TO ELECTRICAL. w =3 N OC SECONDARY SKID FIELD CONNECTIONS (NOVAR) EVAPORATOR COIL SENSOR WIRING PROVISIONS F <m 6 NTS v NTS z N =r z 0 U m PROVIDE JUNCTION BOX PROVIDE CONDUIT AND WITH FLEXIBLE CONDUIT OR INSTALL SENSOR CABLE O O N SEALTITE AT CEILING FOR TO BUILDING AUTOMATION O LLSV. SYSTEM.(TYP OF 2) O O INSTALL WIRING FROM LLSV PROVIDE CONDULET AT TO BAS KE2-RE2 CEILING PENETRATION SUPPLY CONTROLLER. FILLED WITH SEALANT Z o p COIL SENSOR LOCATIONS DUAL COIL EVAPORATOR 7 O RETURN 1/4"PENETRATION THRU CONDUITAND SENSOR ` ~ D_ ROOF FOR SENSOR LEADS. RETURN AIR TEMPERATURE C9 n a SEAL INSIDE AND OUT WITH AUTOMATION O BUILDING SENSOR INSTALLATION z� SILICONE OR EXPANDING AUTOMATION SYSTEM. O J oI cr FOAM AND SEALANT. (Np) Q O 0 W Z PROVIDE 1/4"SCH 40 PLASTIC ��CEILING OF BOX Z W m PLUMBER'S SUPPLY TUBE WITH F �O CAPPED END.DRILL HOLE TO RUN J z In INSTALL SENSOR 2/3 DOWN FROM CEILING CEILING Z SENSOR LEAD THROUGH. I THE TOP OF THE COIL,12"MINIMUM, OF BOX OF BOX ag EVAP I AND CENTERED ON COIL LENGTH. LL n FAN/ OWNER-FURNISHED I p w COIL RETURN AIR TEMP SENSOR1,s UNIT S = i'=-- INSTALL AND TERMINATE WIRING BETWEEN 7 FACTORY-INSTALLED EEV AND KE2-RE2 � INSTALL AND TERMINATE WIRING CONTROLLER. z INSTALL DEFROST TERMINATION BETWEEN REFRIGERATION CONTRACTOR- 8"-12" O SENSOR TUCKED AND SECURED IN INSTALLED PRESSURE TRANSDUCER AND PLACE BETWEEN COIL FINS AT END KE2-RE2 CONTROLLER OF COIL,1 PER ELECTRIC DEFROST INSTALL OWNER-FURNISHED COIL TEMPERATURE SENSORS SECURE SENSING ELEMENT AND CABLE WITH(2) INSTALL COIL SIDE VIEW COIL.CONNECT TO APPLICABLE INSTALL SENSOR AND WIRING BETWEEN ON THE AIR DISCHARGE SIDE OF THE COIL,APPROXIMATELY NYLON MOUNTING BRACKETS(PANDUIT#PP2S-S10-X) TEMPERATURE ISSUE BLOCK EVAPORATOR MODULE. SUCTION TEMPERATURE SENSOR AND KE2-RE2 1"TO 1-1/2"AWAY FROM THE RIGHT AND LEFT EDGES OF THE AT RIGHT ANGLES TO EACH OTHER.PLACE BULB SENSORS FOR DUAL CONTROLLER. ACTIVE COIL SURFACE,NEAR THE TOP OR BOTTOM THIRD OF APPROX.3"OFF CENTER IN MAXIMUM RETURN AIR COIL EVAPORATORS ON ELECTRIC DEFROST TERMINATION SENSOR THE EVAPORATOR.INSTALL PER EVAPORATOR COIL STREAM MOUNT BRACKET WITH EXISTING FAN THE SIDE OF THE COIL ROUTE REFRIGERATION SENSOR AND EEV WIRING TO CONTROLLER MANUFACTURER'S INSTRUCTIONS,AND WIRE SHROUD MOUNTING SCREW.DO NOT DRILL HOLE IN CLOSEST TO THE DOOR KNOCKOUT.REFERENCE EVAPORATOR COIL SENSOR BACK TO THE CONTROLLER.(TYP OF 2) DRAIN PAN TO MOUNT BRACKETS.CABLE TO EXTEND NTS WIRING PROVISIONS DETAIL FOR CONTINUATION. TO COIL ON HINGED SIDE OF DRAIN PAN. REFER TO MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR ALL FIELD INSTALLED ITEMS.BAS CONTRACTOR REFER TO WALK-IN CONTROLLER WIRING DETAIL FOR TERMINATIONS SHALL CARRY OUT ALL FURNISHING,INSTALLATION,AND WIRE TERMINATIONS UNLESS NOTED OTHERWISE. THIS DETAIL IS A SCHEMATIC REPRESENTATION AND MAY NOT o Ir TEMPERATURE SENSORS,PRESSURE TRANSDUCER,DOOR SWITCH,AND REFLECT ALL WALK-IN COIL CONTROLLER CONFIGURATIONS. LL ASSOCIATED WIRING FURNISHED BY OWNER WITH KE2-RE2 CONTROLLER, REFERENCE MANUFACTURER FOR FACTORY INSTALLED p w INSTALLED BY CONTRACTOR.SENSORS,TRANSDUCER,AND SWITCH NOT COMPONENT INFORMATION. w< SHOWN ON PLANS FOR CLARITY.REFER TO MANUFACTURERS INSTALLATION AND WIRING INSTRUCTIONS. wN Z Q CONTACT NOVAR UCTIONS REGARDING THE INSTALLATIO 341-7795) o es a WALK-IN EVAPORATOR CONTROL DEVICE LOCATION AND INSTALLATION FOR INSTRUCTIONS REGARDING THE INSTALLATION AND D_ D_ WHEN LOW VOLTAGE CABLING INSTALLATION RUNS EXCEED THE MAXIMUM START-UP OF THE KE2THERM CONTROLLER AT THIS O O o zz U LENGTHS ALLOWED FOR THE CABLING FURNISHED BY OWNER WITH THE KE2 7 PARTICULAR SITE. 4 Q';r U CONTROLLER,FURNISH CABLE PER MANUFACTURER'S RECOMMENDATIONS FOR J NTS O o ONO w DISTANCES REQUIRED.REFER TO MANUFACTURER'S INSTRUCTION FOR D. a y w MAXIMUM DISTANCES ALLOWED FOR OWNER FURNISHED CABLES. REFER TO MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR <^ <O w N * 2 CHECKED BY: EJM ALL FIELD INSTALLED ITEMS.BAS CONTRACTOR SHALL CARRY w z w w o O w OUT ALL FURNISHING,INSTALLATION,AND WIRE TERMINATIONS Or LL Or p LL REFER TO REFRIGERATION PLANS FOR WALK-IN EVAPORATOR COIL QUANTITY UNLESS NOTED OTHERWISE. AND LOCATION. FIELD WIRING REFRIGERATION CONTRACTOR TO REFER TO MANUFACTURER'S DETAIL IS A SCHEMATIC REPRESENTATION AND REFER TO MANUFACTURER'S INSTALLATION INSTRUCTIONS DRAWN BY: WMK PROVIDE AND TERMINATE ALL 120V INSTALLATION INSTRUCTIONS FOR MAY NOT REFLECT ALL CASE CONFIGURATIONS. FOR COMPLETE FACTORY WIRING DIAGRAMS. LLSV INCOMING POWER,DEFROST,AND FAN WIRING PROVIDED BY FACTORY WIRING _______ AND 208V SLAVE WIRING AND CONDUIT FACTORY WIRING DIAGRAMS,FIELD SOME FACTORY-INSTALLED COMPONENTS AND PROTO CYCLE: 05/30/25 BETWEEN CASES.REF ELECTRICAL. WIRING TERMINATIONS AND RS485 WIRING ARE NOT SHOWN FOR CLARITY.CONTACT LLSV:ONE PER CIRCUIT.TERMINATE 120VAC ELECTRICAL CONTRACTOR,TERMINATED BY REFRIGERATION DOCUMENT DATE: 09/03/25 LIQUID LINE SOLENOID VALVE WIRING CONTRACTOR.REFER TO ELECTRICAL DRAWINGS FOR BACNET WIRING DETAILS. REFRIGERATED CASE MANUFACTURER FOR ((2)#12 W/(1)#12 GND)AT KE2-RE2 r - -- - CIRCUITING OF KE2-RE2 CONTROLLER POWER AND WALK-IN FACTORY INSTALLED COMPONENT INFORMATION. I - - --- ki EVAPORATOR FAN&ELECTRIC DEFROST.CONTROLLER.REFER TO ELECTRICAL.LIQUID ______________ ____ REFRIGERATION CONTRACTOR THIS DIAGRAM SHOULD NOT BE USED FOR LINE SOLENOID VALVE IS PROVIDED BY THE I m m mmm mmm TO VERIFY MAC ADDRESSING IS INTERNAL CASE COMPONENT WIRING. FACTORYWIRINGTO REFRIGERATION EQUIPMENT SUPPLIER. I TERMINATIONS AT CONTACTORS AND TRANSFORMER UNIQUE FOR EACH CONTROLLER. SLSV CONTACTSTRIP LOCATED IN THE RIGHT SIDE OF THE PANEL OPPOSITE THE LAND WIRE WITHIN KE2-RE2 CONTROLLER I MAIN AND AUX BOARD(S)(NOT ABOVE MAIN BOARD AS 4 e 4 B B AT TRANSFORMER PER TRANSFORMER I -------------------------------------------- I SHOWN HERE). v u WIRING DIAGRAM AND SUPPLIED VOLTAGE. I I FURNISH AND INSTALL#22 AWG 2 CONDUCTOR DIGITAL I I mmm U7�� mmm mm mU1m Qrm Ulm Ulm mU1 DEFROST SIGNAL WIRING FROM MAIN BOARD AUX RELAY 6 U1mm SUCTION LINE PRESSURE TRANSDUCER I MAIN BOARD I OUTPUT TO LEGACY BAS SYSTEM INPUT MODULE TIED TO 120V POWER SUPPLY FEED.IN CASE REPLACEMENT g COMM TO FIELD INSTALLED AND WIRED TO MAIN I I THE SAME RACK.DEFROST SIGNAL SHALL INHIBIT LEGACY APPLICATION W IRING COULD BE EXISTING TO REMAIN. O 6 •"�AUX BOARD BOARD,(1)PER KE2-RE2 CONTROLLER. I BAS CONTROLLED DEFROSTS TO MANAGE DEFROST VERIFY RE-USE OF EXISTING WIRING WITH ELECTRICAL. 6 I I CONCURRENCY.REFER TO REFRIGERATION DEFROST OTHERWISE ELECTRICAL CONTRACTOR TO PROVIDE SCHEDULES. NEW POWER FEED.REFRIGERATION CONTRACTOR TO INSTALL OWNER FURNISHED RS-485 BACNET I I TERMINATE WIRING.REF ELECTRICAL. COMM WIRING FROM GATEWAY OR I I EVAPORATOR W COIL TEMPERATURE SENSOR 1(OF 2) PREVIOUS KE2 CONTROLLER ON COMM I I FIELD INSTALLED AND WIRED TO MAIN BOARD. FACTORY INSTALLED WIRING BETWEEN KE2 CASE CONTROLLER LOOP,REFER TO ONE-LINE DIAGRAM. I I FAN/LIGHT/ANTI-SWEAT HEATER TERMINALS p I S REFER TO PLANS AND ONE-LINE DIAGRAM FOR DOOR AT EVERY CASE.IN CASE REPLACEMENT o = -- RS-485 BACNET COMM WIRING TO NEXT KE2 I I _ SWITCH WIRING. APPLICATION WHERE WIRING IS EXISTING CONTROLLER ON COMM LOOP,REFER TO I I DS DSO TO REMAIN,REMOVE FACTORY JUMPERS. o 0 ONE-LINE DIAGRAM. I I - REF ELECTRICAL. -Eel O s�"�x� I FANS FAT-5E ETHERNET CABLE CONNECTING g 6 9 0 0 0 0 0 ou"o 00 TO KE2 NETWORK SWITCH,IF REQUIRED CAT-SE ETHERNET CABLE CONNECTING TO I I ELECTRIC DEFROST CASES:IN CASE + m m 0)m m m 410) m m REPLACEMENT APPLICATION WIRING 6 6 OQ FOR BONDING CONTROLLERS.REFER TO KE2 NETWORK SWITCH,IF REQUIRED FOR LIGHTS ero =� REFRIGERATION BAS ONE-LINE DIAGRAM. BONDING CONTROLLERS.REFER TO BASR I I COULD BE EXISTING TO REMAIN.VERIFY 6 9 ON DIAGRAM. i i RE-USE OF EXISTING WIRING WITH ELECTRICAL.OTHERWISE ELECTRICAL_ I CONTRACTOR TOP PROVIDE 208V POWER e e ANTI-SWEAT HEATERS INSTALL OWNER FURNISHED RS-485 BACNET I I FEED.REFRIGERATION CONTRACTOR TO --E)E) COMM WIRING FROM GATEWAY OR I I TERMINATE WIRING.REF ELECTRICAL. PREVIOUS KE2 CONTROLLER ON COMM AUX BOARD 1 AND COMM WIRING BETWEEN I I 6 6 LOOP,REFER TO ONE-LINE DIAGRAM. _�i - MAIN BOARD AND AUX BOARD 1 FACTORY qUX BOARD 1 I 6 6 208V ELECTRIC RS485 BACNET COMM WIRING TO NEXT KE2 INSTALLED IN KE2-RE2 CONTROLLER. I I DEFROST I "•. 6 6 ONE-LIROLLER ON NE D AGRAMCOMM LOOP,REFER TO G7.M EEV:VALVE FACTORY INSTALLED,ONE PER I I =-� SUPPLY LINE w� I SLSV 6 9 COIL.INSTALL OWNER FURNISHED WIRE TO I S - g 6 SOLENOID VALVE EEV VALVES,WIRE TO KE2-RE2 CONTROLLER AUX I I RETURN AIR TEMPERATURE SENSOR FIELD INSTALLED AT COMM.WIRING TO NEXT CONTROLLER BOARD(S).EEV(S7 ARE NOT IN ON I I EVAPORATOR AND WIRED TO MAIN BOARD,(1)PER KE2 SLSV:FACTORY INSTALLED SUPPLY LINE ON COMMRIGER LOOP,REFER TO ', SUPPLY LINE SOLENOID VALVE: REFRIGERATION BUILDING COILS WITH MECHANICAL TXV(Sl.REFER TO EEV CONTROLLER.SENSOR TO BE MOUNTED AT COIL CLOSEST SOLENOID VALVE AT EACH CASE. 47742 FACTORY INSTALLED PER CASE. AUTOMATION SYSTEM PLANS FOR S TO WALKLO DOOR.REFER TO WALK-IN EVAP TEMPERATURE ONE-LINE DIAGRAM.(TYP) " ) SAL REFRIGERATION SCHEDULES FOR QUANTITY, I I CIRCUIT NAME,AND VALVE TYPE(EEV OR I I SENSOR LOCATION DETAIL.(TYP) TXV).(TYP) I I EVAPORATOR W COIL TEMPERATURE SENSOR 2 OF 2) REFRIGERATED CASE.TYP. 1( ( ( a5 FIELD INSTALLED AND WIRED TO AUX BOARD INPUT 2. _____.- � __-________ � KEPLRE2 CONT'N EEV IROLLTO AUX ER SERVES 2 OOILS)EN AUX BOARD 2 I FACTORY INSTALLED 4mJylll(I- I I EVAPORATOR'A'SUCTION LINE TEMPERATURE SENSOR TERMINAL BLOCK AT EVERY FIELD INSTALLED AND WIRED TO AUX BOARD 1 INPUT 1. CASE.FULL BLOCK NOT i � i � a� a� BUILDING FIELD INSTALL OWNER FURNISHED AUX I SHOWN FOR CLARITY.(TYP) I BOARD 2 AND COMM.WIRING FROM I I AUX BOARD 2 AND ASSOCIATED DEVICES ONLY AUTOMATION AUX BOARD 1 TO AUX BOARD 2 IN KE2- I S INSTALLED WHEN KE2-RE2 CONTROLLER SERVES(2) PROVIDE COMM.WIRING TO A B C D SYSTEM RE2 CONTROLLER. I I EVAPORATOR COILS. PREVIOUS CONTROLLER ON EEV I I COMM.LOOP.REFER TO REFRIGERATION BUILDING AUTOMATION SYSTEMS CASE CONTROLLER(S)FURNISHED I S EVAPORATOR'B'COIL TEMPERATURE SENSOR 1(OF 1) REFRIGERATION BUILDING CONTRACTOR TO TERMINATE COMM.WIRING AT AND INSTALLED BY CASE COIL'B'EEV WIRED TO AUX BOARD 2(WHEN I I FIELD INSTALLED AND WIRED TO AUX BOARD 2INPUT 2. AUTOMATION SYSTEM PLANS CASE CONTROLLER MASTER/SLAVE I/O MANUFACTURER AT EVERY CASE. KE2-RE2 CONTROLLER SERVES 2 COILS) i FOR ONE-LINE DIAGRAM.(TYP) _____________ EVAPORATOR'B'SUCTION LINE TEMPERATURE SENSOR _________________ FIELD INSTALLED AND WIRED TO AUX BOARD 21NPUT 1. KE2-RE2 CONTROLLER WIRING (WALK-IN, TCO2) D CASE CONNECTION SCHEMATIC (KE2-CC, SECONDARY) L NTS NTS SHFFT BAS R5 REFRIGERATION LEAK DETECTION SEQUENCE OF OPERATIONS REFRIGERANT LEAK CONTROL SEQUENCE OF OPERATION FOR COOLERS AND FREEZERS: THE LEAK DETECTION CONTROL MODULES,UPON REGISTERING A CONCENTRATION THAT IS:ONE-HALF OF THE IDLH OR AT THE DEL;WHICHEVER IS LESS,SHALL: 1. ACTIVATE VISUAL AND AUDIBLE ALARMS FOR THE ZONE INDICATING THE LEAK 0 2. ENABLE AN AUTOMATIC SHUTDOWN OF THE LLSV AND EEPR TO ISOLATE THE REFRIGERANT FLOW IN THE CIRCUIT IN ALARM. ARCHITECT OF RECORD: BRA ARCHITECTURE,INC AUDIBLE/VISUAL DEVICES INSIDE COOLERS AND FREEZERS SHALL BE INSTALLED IN WEATHERPROOF JUNCTION BOXES,REFERENCE LEAK DETECTOR INSTALLATION DETAIL. OYERu.PARKVKS.Sxoe AUDIBLE/VISUAL DEVICES SHALL ANNUNCIATE AT A SOUND PRESSURE LEVE THAT IS A MINIMUM OF 15 DBA ABOVE THE AMBIENT NOISE LEVEL. LEGEND FAX.9.x-xex-9oaa DEL: OCCUPATIONAL EXPOSURE LIMIT TWA: TIME WEIGHTED AVERAGE LLSV: LIQUID LINE SOLENOID VALVE IDLH: IMMEDIATELY DANGEROUS TO LIFE OR HEALTH SPL: SOUND PRESSURE LEVEL EPR: EVAPORATOR PRESSURE REGULATOR LEAK DETECTION EQUIPMENT SCHEDULE pia EQUIPMENT m g mFu wWLL LEAK SYSTEM LEAK W o =i"Erc�vz;� DETECTION APPLICATION REFRIGERATION LEAK DETECTION ZONE ALARM SILENCE HORN/STROBE REFRIGERANT ALLOWABLE CHARGE ROOM VOLUME CHARGE DETECTION NOTES K r r H H o 0 8 CIRCUIT CONTROLLERS LEAK DETECTION SENSOR LB$/1000 FT^3 FT^3 REQUIRED PANEL-ZONE ( ) ( ) "MODEL Q COVER PANEL ALARM (LBS) /N 0 (TY)" (QTY) (QTY) oe (QTY) (YIN) OLLy joae war€a LDF1-1 I)—C W, CO]IOBI10/11 DX ETR ETR ETR ETR R00]e ETR ETR ETR Y G Z w a Ou w p i D O ��a ow" LDI -1 Mee[Cooler BS13 DX ETR ETR ETR ETR RAO]e ETR ETR ETR Y G —Q z w3 b ii.a w�s L O 1 G,a y I IC Fre 0BN 8 ]SCO2 ETR ETR ETR ETR R]44 ETR ETR ETR Y c €a w 1 ..,y Cod er CO1 DX ETR ETR ETR ETR R40]e ETR ETR ETR Y G H qq to €� t4C'GouUrc— ¢� LD-1 Pretleae Ceoler C04DX ETR ETR ETR ETR R40]e ETR ETR ETR Y G LD-1 Dell Ceoler C05 DX ETR ETR ETR ETR R40]e ETR ETR ETR Y G LDP]-1 Dell Freezer A08 SCO2 ETR ETR ETR ETR R]44 ETR ETR ETR Y G LDPS-1 PoNhy Caolel BS08 DX ETR ETR ETR ETR R40]e ETR ETR ETR Y G §oa LDP9-1 Seefootl Free., AO]SCO2 ETR ETR ETR ETR R]44 ETR ETR ETR Y G LDP1S-1 COP FrwxeT CU1Yl M02 RJR-FB-0O2(1) 1 - 2 R'lM 4.5 um lea Y AD LDP11-1 OGPCaobr CU3TCO2 RJR-F9-0O2(1) 1 - 2 R]41 4.5 3900 191 Y AD m GENERAL NOTES: N /� E Q 1.REFER TO BABR PLANS FOR EQUIPMENT PLACEMENT AND INSTALLATION DETAILS. F 2 -. 2.REFER TO LEAK DETECTION DEVICE MOUNTING DETAIL FOR SIGNAGE REQUIREMENTS AND MOUNTING. N 2w Z 3.AUDIBLE/VISUAL DEVICES INSIDE COOLERS AND FREEZERS SHALL BE INSTALLED IN WEATHERPROOF JUNCTION BOXES REFERENCE LEAK DETECTOR INSTALLATION DETAIL. O U NOTES: A.MAXIMUM ALLOWABLE CHARGE CALCULATED BASED ON THE SMALLER ALLOWED CHARGE OF 2021 IMC CHAPTER 11 AND 2022 ASHRAE SAFETY STANDARD 15. U B.THE REFRIGERATION SYSTEM PRESENT WITHIN THE SPECIFIED MACHINERY ROOM CONTAINS LESS SYSTEM CHARGE THAN THE MAXIMUM ALLOWABLE REFRIGERANT CHARGE ACCORDING TO IMC TABLE 1103.1.THUS REFRIGERANT DETECTORS ARE NOT REQUIRED FOR N THE SPECIFIED WALK-IN SPACE. C.PERASHARESAFETYSTANDARDI5 DETECTORS ARE NOT REQUIRED WHEN ONLY SYSTEM USING R 18(WATER)ARE LOCATED IN THE REFRIGERATING MACHINERY ROOM.EXCEPTIONTOS9.5 O 0 N D.LEAK DETECTION EQUIPMENT SUPPLIED BY HONEYWELL. O 11<W E.LEAK DETECTION EQUIPMENT SUPPLIED BY COPELAND COLD CHAIN. O O \ >< F.LEAK DETECTION EQUIPMENT SUPPLIED BY JETT. SS > O G.ZONE IS NOT PART OF SOW.ALL LEAK DETECTION COMPONENTS ARE TO BE ETR. —Z C, Q H.EXISTING LEAK DETECTION SYSTEM FOR ZONE TO BE SALVAGED.SEE BASH PLANS AND ONE-LINE FOR ADDITIONAL INFORMATION. z Q Q 0! I.IPRO WITHIN EXISTING LEAK DETECTION PANEL REQUIRES REPLACEMENT.COORDINATE IPRO MODEL REQUIREMENTS WITH COPELAND. O Z� d r a O u CDp a W Z Z LOU o zuo J zU) N O fY W z Z m O ISSUE BLOCK 0 120VAC+ 0— 0 120VAC- 0— 120 VAC 0 GND 0— 0 BAT(-) 0—)BATTERY BACKUP -0 BAT 0—}24VDC CONNECTION 0 CNT SIG 0—)4-20 MA 0 CNT GND 0—}OUTPUT 0 SEN SIG 0—) 0 SEN 24V 0—F TO SENSOR 0 SEN GND 0— LEAK DETECTION PANEL, O H/S 24V 0— TO HORN/STROBE HORN/STROBE(S),AND 0 H/S GND 0— REFRIGERANT SENSORS PROVIDED BY LEAK WO _,0—)NO CONTACT ALARM#1 TO DETECTION VENDOR. O—)RACKINPUT CONTROLLER 0—)N.O CONTACT ALARM#2 TO FIRECHECKED BY: EJM D 0—)ALARM PANEL AS REQUIRED MANNING(HS-24) 0—)N.O CONTACT ALARM#3 TO AUX DRAWN BY: WMK HORN AND STROBE D 0—}CONTROLLED EQUIPMENT AS REQUIRED FACTORY MOUNTED PROTO CYCLE: 05/30/25 ON FACE OF CABINET DOCUMENT DATE: 09/03/25 TERMINAL BLOCK MANNING DUAL RELAY MODULE 24VDC DRM POWER STATUS THRESHOLD SWITCH SET TO 33%/100 PROOF OF KNOCKOUT FOR CALL FOR INDOOR HORN 120 VAC FRONT"LEAK INSIDE"LEAK SHUTDOWN AND STROBE POWER STATUS DETECTION DETECTION PANEL'VIEW PANEL"VIEW OLEAK DETECTION INSTALLATION AND WIRING OVAR) 3 NTS 01.28.22 SEAL ALL PENETRATIONS 120V POWER REF ELEC WITH SILICONE SEALANT INSTALL 22GA OWNER FURNISHED SHIELDED CABLE FOR 4-20 MA SIGNAL AND 22 GA OR LARGER NOTE:ALL CABLES FURNISHED REFER TO LEAK DETECTION INSTALL MANNING HS-24 SHIELDED CABLE FOR"DRY"CONTACT TO RACK BY OWNER FOR INSTALLATION PANEL INSTALLATION AND HORN/STROBE(S)W/WP BACK BOX. LOCATED BAS INPUT MODULE. BY LEAK DETECTION SYSTEM WIRING DETAIL FOR CABLE REFER TO PLANS FOR QUANTITY AND CONTRACTOR TYPES. LOCATION PROVIDE 1"EMT STUB UP TO STRUCTURE INSTALL LEAK DETECTION �G I''Ff�j- PROVIDE AN ENGRAVED PLASTIC LABEL PANEL+84"AFF. READING"LDPX-Y",WHERE'"IS THE REF REFRIGERATION LEAK DETECTION PANEL NUMBER AND"Y" PROVIDE SENSOR CONNECTION IN 1/2"CONDUIT BAS PLAN ' IS THE ZONE.LABEL SHALL BE ADJACENT g ALONG EXTERIOR OF BOX TO SENSOR LOCATED IN FOR LOCATION.TYP. TO EACH LEAK DETECTION HORN STROBE. x LETTERING SHALL BE BLACK,MINIMUM OF REFRIGERATED SPACE. L D P O� d7 °T 1l4"HIGH,ON A WHITE BACKGROUND. 22/2 CABLE OR EQUIVALENT.TYP. gI PROVIDE SMALL LEAK DETECTION EMERGENCY STROBE CONTROL LD P CONTROL ORAL MODULE TYP. PROVIDE LARGE LEAK DETECTION SIGNAGE OUTSIDE THE WALK-IN NEXT TO EVERY WALK- PANEL IN DOOR.REFER TO 13810 SPECIFICATIONS.60"AFF CONTROL TO BAS VENDOR I/O ON 1 3�a5 EMERGENCY SIGNAGE INSIDE THE WALK-IN HORN CONTROL PANEL REFRIGERATION BAS NEXT TO EVERY HORN/STROBE,+84"AFF. MODULE TYP. BACKBOARD.TYP. EXTERIOR DOOR OGP COOLER REFER TO 13810 SPECIFICATIONS. LATCH IN THE COOLER/FREEZER INTERIOR, OGP S )--.( RCU5 TCO2) PROVIDE 6"OF CLEAR SPACE ON OGP FREEZER FREEZER }.( PROVIDE AN ENGRAVED PLASTIC LABEL PENETRATE SIDE OF EITHER SIDE OF THE PANEL DOOR CUT OGP S (RCU3/4 TCO2) H BUILDING READING"REFRIGERANT LEAK DETECTION WALK-IN @ 91-AFF OUT AND 14"ABOVE THE PANEL DOOR FREEZER H AUTOMATION SENSOR XY",WHERE"X"IS THE LEAK CUTOUT.KEEP THIS AREA CLEAR OF DETECTION PANEL NUMBER AND"Y"IS THE ANY LEAK DETECTION DEVICES. DIGITAL AND ANALOG WIRING PER LEAK LS ZONE.LETTERING SHALL BE BLACK,MINIMUM DETECTION ZONE.REF REFRIGERATION SYSTEM OF 1/4"HIGH,ON A WHITE BACKGROUND. CONDULET AT WALL PENETRATION LS BAS ONE-LINE DIAGRAM OGP FILLED WITH SEALANT OGP FOR CONTINUATION.TYP. FREEZER INSTALL MANNING AIRSCAN-IRSENSOR FREEZER NEW LEAK SEAL ALL PENETRATIONS WITH SIDE VIEW FRONT EXTERIOR WALK-IN VIEW SENSORS SILICONE SEALANT R744.TYP. LEAK DETECTION COOLER/FREEZER DEVICE MOUNTING (NOVAR) NOVAR LEAK DETECTION AND ALARM ONE-LINE DIAGRAM NTS 01.28.22 NTS 01.28.22 SHFFT BAS R6 GENERAL REFRIGERATION DEMO NOTES 1. COORDINATE REFRIGERATION DEMOLITION ISSUES WITH THE ARCHITECTURAL DRAWINGS. REFER TO ARCHITECTURAL PLANS FOR 0 REFRIGERATION EQUIPMENT DEMOLITION AND ARCHITECT OF RECORD: COOLER REPAIR AND REMODELING. BRA ARCHITECTURE,INC 2. REFRIGERATION SYSTEM SHALL REMAIN D ERu FARO eexoe OPERATIONAL DURING REMODELING.DURING THE PHASING OF OLD TO NEW SYSTEMS,BOTH NEW AND OLD REFRIGERATION SYSTEMS MAY BE REQUIRED TO OPERATE AT THE SAME TIME F"""x-xsx-soaa DURING CHANGEOVER. 3. WHERE NEW REFRIGERATED EQUIPMENT IS INDICATED ON THE DRAWINGS,PROVIDE DEMOLITION,REMOVAL,AND TEMPORARY STORAGE OF OLD EQUIPMENT PER WALMART MECHANICAL SERVICES CONSTRUCTION MANAGER'S INSTRUCTIONS,AND REFRIGERATION DEMO NOTES.ENSURE ALL NEW EQUIPMENT AND PARTS NEEDED TO = 'zww 1Yw COMPLETE THE INSTALLATION OF THE NEW w ° t�pFpG°�i EQUIPMENT IS AT THE JOB SITE BEFORE m w $ o°8 REMOVING ANY EXISTING EQUIPMENT. m � g�aw<„3m 0 4, COORDINATE REMOVAL AND DISPOSAL OF zN EXISTING EVAPORATORS,REFRIGERATED g o. - CASES,AND CONDENSING UNITS,WITH r zw3 o��a€a WALMART MECHANICAL SERVICES 5 �No°'wN o CONSTRUCTION MANAGER. �; 5. REMOVE COPPER LINES,EVAPORATORS,AND CONDENSATE LINES FROM COOLERS/ FREEZERS BEING REMOVED FROM SITE. COORDINATE WITH WALK-IN PANEL VENDOR FOR TIME LINE OF REPLACEMENT.REFERENCE SPECIFICATION FOR CONTACT INFORMATION. N S 6. WALK-IN PANEL VENDOR SHALL PROPERLY '° 3 PREPARE ALL COOLER/FREEZER PANELS, - GLASS DOORS,SLIDER OR SWING DOORS, 0M PALLETIZE,AND PREPARE THE EQUIPMENT TO rn SHIP OFF SITE. a r i 7. COORDINATE WITH FIRE PROTECTION CONTRACTOR FOR THE REMOVAL OF z SPRINKLERS FOR ALL REMOVED O COOLER/FREEZER BOXES. O 8. COORDINATE WITH ELECTRICAL CONTRACTOR 1 n FOR THE REMOVAL OF ALL REMOVED O G ( 4 COOLER/FREEZER BOXES ELECTRICAL WIRING o \ DEVICES. REFER TO 1/RD1.1 FOR CONTINUATION.TYP. T 9. COORDINATE WITH BAS CONTRACTOR FOR THE O 0�N REMOVAL OF ALL REMOVED COOLER/FREEZER N I n BOXES BAS/LEAK DETECTION WIRING AND rn DEVICES. O O > Q �F 10. BUILDING COMPONENTS ABANDONED BYTHE > O SCOPE OF WORK SHALL BE SECURED TO —Z PREVENT FALLING,LOOSENING,OR CREATING z O 0 DAMAGE OF ANY KIND IN THE FUTURE. (�n 11. IF ANY RACK SYSTEMS WILL BE OPENED TO ADD o OR REPLACE CASES,EVAPORATORS,ETC.THEN 24 TO 48 HOURS AFTER THE WORK IS QQ COMPLETED AND ALL FINAL ADJUSTMENTS W LU p HAVE BEEN MADE,PROVIDE AND CHANGE \\LL��JJ Z W N LIQUID LINE FILTER CORES,OIL SYSTEM FILTER Z F-w USING SPORLAN OF STYLE FILTER,AND 0 U)O REPLACE SUCTION FILTERS.FILTERS ARE TO BE O J Z RATED FOR WAX REMOVAL.CONTRACTOR TO PROPERLY DISPOSE OF OIL AND COMPONENTS REPLACED.REFER TO SPECIFICATION 15600. li Q O K w 12. INSTALL ASSET TAGS ON ALL NEW REFRIGERATED CASES AND COMPLETE THE DATA COLLECTION INFORMATION.DELETE z DEMOED ASSETS FROM ASSET TAGGING EXISTING REFRIGERATION APPLICATION.REFER TO SPECIFICATION 15050. n PIPING TO REMAIN.TYP;UNO. 13. ALL EXISTING REFRIGERATED CASES ARE TO REMAIN UNLESS NOTED OTHERWISE. ISSUE BLOCK 14. 24 HOURS PRIOR TO SHUTTING DOWN ANY REFRIGERATION SYSTEMS,HVAC SYSTEMS,OR BUILDING AUTOMATION CONTROLS SYSTEMS, h SEND EMAIL TO NSRM@WALMART.COM.THE EMAIL SHALL STATE WHAT,WHY,AND WHEN IT h IS BEING SHUT DOWN AND HOW LONG IT IS p ANTICIPATED TO BE SHUT DOWN.THEN SEND A BS_OS DX_� FOLLOW UP EMAIL TO NSRM@WALMART.COM _ _ _ _ AFTER THE WORK IS COMPLETE AND THE SYSTEM IS BACK UP AND RUNNING. I I I � — — — — — — — — — — — — — — — — — — � — �E 1.21C -------- I 0 x CHECKED BY: EJM o y C- U m DRAWN BY: WMK PROTO CYCLE: 05/30/25 DOCUMENT DATE: 09/03/25 TE n I I Q ° DEMOLISH LIQUID AND SUCTION LINES BACK TO LOCATION SHOWN S N, 1.3C DX AND CAP.TYP. O 1.311BS DX I < 1.32BS DX �1 ABS DX 6'PF-50R A� BS09 DX o E�mp (REPLACE) 8'pF-SOR -___- (REPLACE) � C �S09 DEMOLISH EXISTING REFRIGERATION - o O O PIPING BELOW GRADE.ABANDON INACCESSIBLE PIPING. C06DX 4'DX6XN `— O BS09 DX (REPLACE) 6'PF-50R (REPLACE) %�r C06DX i 24'DX6xN - �� (REPLACE) i All T i i i 1.48S DX EoA — — i'F �'V Otr� L /L � � J� JL �L � / J� g�Qs�l E E E s 13.25 41742 lFRONT REFRIGERATION DEMOLITION PLAN FRONT REFRIGERATION DEMOLITION PLAN EXISTING DRAWICONDINGS ONS RETAKEN REFLROMECT ATHOREACH UGH KNOWLEDCTORGE EOF AL DRAWINGSIBLE FORS ANDHAV ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAW INGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE il8"=1'-0" SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF RD1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. ARCHITER OF RECORD: BRA ARCHITECTURE,INC F w9ENDE J O-ER nDrcryw OKTK366x9a wx.9.3 xsx 9999 DAIRY COOLER '-2.13C DX o C07 DX 08 DX LAME r -- - ----- -�-C14 DX___- --____ ❑ � �> 2.12C DX�r-- w U F��v?i ------ ------- ------- RECEIVING .. �_.. o o�$ -- ------- ---------- wa �'�sdN< am zN � (REPLACE) g zw3 xis-wgu-," MEAT // 28'DX6XN g ;moo=wy o COOLER -d- II 1 - 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L�LJ L -� 3. . N . x - - - (DEMO)TYP OF CONTAINED SELF CASE d of, ---- --- I'I _ L ° T T T T I C17 DX C18 DX 77 ❑ ------- _� C9w d 12(ETR)N ;7 36�DTR)N C09 DX it y I �� m OC z °r--�� II J — — - — ILL! — — — — — — — — — — ,6'DX6XxN —.II — — = --- — — — J <� „v O _- --- (REPLACE) 91 z .. ° N E., 7 Dx C18 DxmC17 DX Zo 8'DX6XN - 2.01C --- ------- 8'DX6LNALCOVE (ETR) ___--_ I --C19 DX +} (ETR) C11 DX ---C15 DX-- __ ___12'DX6XN ' - ----- - - m -� (REPLACE) 1� C15DX X C19DX 36'05DM ❑ 12'DX6LN I,.I DCk / 2,'gS DX (RELOCATE) U (RELOCATE) O O N I O O< 4 ICI I T- -2.3C DX -------- 1-22C DX------------------------ EXISTING RACK MTC(ON ROOF). 0 �� �2BS DX MTC DX ^Z° F O � o I j a IlorlV SALES gg 0-1 m � �o N Y II. o �w a zp a \\ ;I ALCOVE it C11 DX m 7 Z W m L� 24'DX6XN L ~� (REPLACE) U I gmao �-pN O REPLACE,ES OX SUCTION U N RISER.REFER TO LL REFRIGERATION PLANS AND p PIPING SCHEDULES FOR o m ADDITIONAL INFORMATION. - \�� " EXISTING RACK MTB(ON ROOF). z x MTB DX m0 1y m GROCERY FREEZERI ISSUE BLOCK i C12 DX I i 12'DX6XN AAA (REPLACE) �1 BS DX ,B DX ---------------------- -- I ❑ j o m EXISTING RACK LTA(ON ROOF). L I I I p DEMO LIQUID AND SUCTION LINES r I IEI r m BACK TO LOCATION AND CAP.TYP. J I LIB"" - -L'�----- ------1.iBS DX-1.01B----- & I III LJ �I I I• I li I 11 I i I 11�I � � � _ I I I I I ❑ II I I I r, I I I I m ! III IEI r = CHECKED BY: EJM m { I L JJ LIB BS01 DX I J I__I DRAWN BY: WMK 36'FPW-EXA � I T I (REPLACE) 1 < C- I PROTO CYCLE: 05/30/25 ! x o r 1 J JC DOCUMENT DATE: 09/03/25 { ❑ GROCERY I ❑ !! m m SALES / IIT 7 1 I 1 I II I I G — — — — — — — — — — rt — — — rt — � — — — — — I pl BAKERY it --- ----- UTILITY I I I m i- III III EXISTING REFRIGERATION PIPING TO REMAIN.TYP;UNO. rCY 1 lil I1 BS02 DX 1 1 R UV it 20'FPW-EXA it (REPLACE) 1 I I I Y I I I I I �\ 6 \ \ X x t❑i1 \\ 20{\ m m - \ \ ---------- ---------------------- V BAKERY q 'S03 DX by SHVSS (REPLACE) PO dn42 � L BS03 DX PHvss ^, ( 9� REPLACE) ® � �L4 / REFER TO,/RD1 FOR REAR CONTINUATION.TYP. 1 1 REFRIGERATION 1 2 4 5 DEMOLITION PLAN EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND ILURE REAR REFRIGERATION DEMOLITION PLAN SHALL FIELD VERIFY EXISTING CONTRACTOR TO SPECIFICATIONS TH MSELF WITH THIS KNFIEOWLEDGD.THE E DOES SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEFT- DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF R D 1 .1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. RE-INSULATION GENERAL NOTES SCOPE OF WORK 1. WHEN REPLACING,REMOVING,OR RELOCATING 1. PLANS INDICATE GENERAL ROUTING OF MULTI-DECK AND DOOR CASES,RE-INSULATE REFRIGERANT LINES,WITH A SINGLE LINE ANY EXISTING OR REUSED PIPING LOCATED SHOWN INDICATING BOTH SUCTION AND LIQUID BEHIND THE AFFECTED CASES.THIS APPLIES TO LINE ROUTING FOR EACH SYSTEM. ancNIrecr OF aecono: PIPING SERVING THE AFFECTED CASES AND 2 REFRIGERATION SYSTEM INSTALLATION SHALL BRA NRCHITECTURE'INC ANY ETR ADJACENT CASES.CONTRACTOR TO BE IN COMPLETE CONFORMANCE WITH INSPECT CONDITION OF INSULATION LOCATED SPECIFICATIONS,AND WITH ALL REQUIREMENTS °VERuxo vwrzc,xs ssxoa IN THOSE CHASES EXPOSED BY CASE AND OF REFRIGERATION EQUIPMENT WALK-IN WORK,AND RE-INSULATE CHASE MANUFACTURER. - PIPING AT THE DIRECTION OF THE OWNER'S vwx.v.a-xsx-soaa MECHANICAL CONSTRUCTION MANAGER. 3. REFRIGERATION DRAWINGS ARE PROVIDED AS AN AID TO BIDDERS AND TO INDICATE DESIRED ROUTING OF REFRIGERATION LINES; GENERAL PIPING CONTRACTOR SHALL ASSUME FULL RE-INSULATION NOTES OF PIPING AND ACCESSORIES TO PROVDEIAN RE-INSULATION NOTES ARE APPLICABLE FOR PIPING COMPLETE AND FULLY OPERATING SYSTEM. THAT IS INDICATED TO BE RE-INSULATED,OR PIPING 4, REFER TO SPECIFICATION 15600 FOR H p a THAT REQUIRES RE-INSULATION DUE TO INSULATION THICKNESS.INSIDE DIAMETER OF MODIFICATIONS SHOWN ON PLANS.REFER TO INSULATION SHALL MATCH PIPE DIAMETER TO SPECIFICATIONS FOR NEW PIPING INSULATION MINIMIZE AIR GAPS BETWEEN PIPING AND w o REQUIREMENTS. INSULATION.PROVIDE FACTORY PRE- 3�°gawa op� MANUFACTURED FITTINGS ATALL TRAPS AND o �- 1. REFER TO SPECIFICATION 15600 FOR ELBOWS.WHERE PRE-MANUFACTURED INSULATION AND JACKETING REQUIREMENTS. FITTINGS ARE UNAVAILABLE MITER CUT ALL IS ��'O� INSIDE DIAMETER OF INSULATION SHALL MATCH FITTINGS TO ENSURE PROPER SEAL BETWEEN ~ zw3�'aor�a€a PIPEDIAMETERTO MINIMIZEAIRGAPS g i<°azw� INSULATION SEGMENTS. BETWEEN PIPING AND INSULATION.PROVIDE a �w~�w FACTORY PRE-MANUFACTURED FITTINGS AT ALL 5. PIPE INSULATION SHALL BE BLACK,UNLESS TRAPS AND ELBOWS.WHERE PRE- OTHERWISE STATED ON PLANS OR MANUFACTURED FITTINGS ARE UNAVAILABLE, SPECIFICATIONS. MITER CUT ALL FITTINGS TO ENSURE PROPER SEAL BETWEEN INSULATION SEGMENTS. 6. COORDINATE REFRIGERATION DEMOLITION ISSUES WITH THE ARCHITECTURAL DRAWINGS. 2. ALL SALES FLOOR WORK SHALL BE PERFORMED REFER TO ARCHITECTURAL PLANS FOR Ln° AT NIGHT AND/OR ACCOMODATE STORE REFRIGERATION EQUIPMENT DEMOLITION AND - MANAGER AS THEY DIRECT.DETERMINE THIS COOLER REPAIR AND REMODELING. ASPECT PRIOR TO BID. 7. REFRIGERATION SYSTEM SHALL REMAIN 3. PIPE INSULATION SHALL BE BLACK.REFER TO OPERATIONAL DURING REMODELING.DURING SPECIFICATION 15600. THE PHASING OF OLD TO NEW SYSTEMS,BOTH z < r NEW AND OLD REFRIGERATION SYSTEMS MAY r i ^"� 4. KEEP SEAMS AT OR NEAR 12 O'CLOCK POSITION. BE REQUIRED TO OPERATE AT THE SAME TIME =W USE NOMACO K-FLEX R320(YELLOW),R620 FOR A SHORT PERIOD. z (BLACK),OR ARMAFLEX 520 INSULATION O ADHESIVE ON BUTT JOINTS. 8. WHERE NEW REFRIGERATED EQUIPMENT IS O INDICATED ON THE DRAWINGS,PROVIDE 5. PUMP DOWN,DEFROST,AND CLEAN OLD DEMOLITION,REMOVAL,AND TEMPORARY COPPER BEFORE REINSULATING.IF POSSIBLE, STORAGE OF OLD EQUIPMENT PER WALMART m DO NOT CUT ANY COPPER.CONTACT OWNER'S MECHANICAL SERVICES CONSTRUCTION MECHANICAL CONSTRUCTION MANAGER IF MANAGER'S INSTRUCTIONS,AND COPPER MUST BE CUT. REFRIGERATION DEMO NOTES. °7 6. INSTALL WITH VAPOR STOPS AT EVERY 18'OF 9. COORDINATE REMOVAL AND DISPOSAL OF %O N INSULATION RUNS.(GLUE INSULATION TO PIPE EXISTING EVAPORATORS,REFRIGERATED rn BYAPPLYING 2"BAND OF INSULATION ADHESIVE CASES,AND CONDENSING UNITS,WITH O O > Q TO THE COPPER PIPING EVERY 18') WALMART MECHANICAL SERVICES CONSTRUCTION MANAGER. ^Z o O 7. FREEZER WALK-INS AND LT CASE PENETRATIONS REQUIRE THE HOLE TO BE 10. REMOVE COPPER LINES,EVAPORATORS,AND O ~ PATCHED WITH 26 GAUGE GALVANIZED SHEET CONDENSATE LINES FROM COOLERS/ (�I� a METAL TRIM,FOAM SEALED AND TRIMMED FREEZERS BEING REMOVED FROM SITE. Z FLUSH,THEN COATED WITH SILICONE SEALANT COORDINATE WITH WALK-IN PANEL VENDOR OJ o� ON BOTH THE INSIDE AND OUTSIDE OF THE BOX. FOR TIME LINE OF REPLACEMENT.REFERENCE (r SPECIFICATION FOR CONTACT INFORMATION. Q O a 8. INSTALL PIPE INSULATION IN STRICT (D U,j Z ACC RDANCE WITH 1 2 3 4 5 6 7 8 9 10 MANUFACTURER'S 11' p PROPERLY Lu INSTALLATION INSTRUCTIONS. , L m GLASS DOORS,SLIDER OR SWING DOORS, 0� u)O 9. REPLACE ALL PIPE SADDLES WITH PALLETIZE,AND PREPARE THE EQUIPMENT TO UU Z PREMANUFACTURED PIPE SADDLE SECURED TO SHIP OFF SITE. UNISTRUT OF ADEQUATE SIZE TO r` ACCOMMODATE NEW INSULATION THICKNESS. 12. COORDINATE WITH FIRE PROTECTION COORDINATE WITH OWNER'S MECHANICAL CONTRACTOR FOR THE REMOVAL OF9 CONSTRUCTION MANAGER THE EXTENT OF SPRINKLERS FOR ALL REMOVED o m REPLACEMENT. COOLER/FREEZER BOXES. j z 11 13. COORDINATE WITH ELECTRICAL CONTRACTOR L - - ❑® - - - - - - - - - + - - - REFRIGERATION SYMBOLS` FOR THE REMOVAL OF ALL REMOVED COOLER/FREEZER BOXES ELECTRICAL WIRING °'�" DEVICES. CIRCUIT NUMBER-TECHNOLOGY 14 COORDINATE WITH BAS CONTRACTOR FOR THE ISSUE BLOCK ® # QUANTITY&MODEL NUMBERIclaculT INFO) REMOVAL OF ALL REMOVED COOLER/FREEZER 0° CO IF CLEANOUTS(CO) BOXES BAS WIRING AND DEVICES. CONDENSATE DRAIN LINE(CD) 15. EXISTING REFRIGERATION PIPING MAY BE RE- _ ® F CONNECT TO EXISTING USED UNLESS OTHERWISE NOTED ON PLANS. REFER TO SCHEDULES FOR PIPE SIZE CONTI ION DETAIL NUMBER NUMBER i6. BUILDING COMPONENTS ABANDONED BYTHE X# SHEET NUMBER (DETAIL REFERENCE) SCOPE OF WORK SHALL BE SECURED TO PREVENT FALLING,LOOSENING,OR CREATING DAMAGE OF ANY KIND IN THE FUTURE. EVAPORATOR COIL 17. IF ANY RACK SYSTEMS WILL BE OPENED TO ADD � OR REPLACE CASES,EVAPORATORS,ETC.THEN CO2 VALVE STATION COMPLET DUAND ALL FINAL IS ISOLATION VALVE HAVE BEEN MADE,PROVIDE AND CHANGE LIQUID LINE FILTER CORES,OIL SYSTEM FILTER SOLENOID VALVE USING SPORLAN OF STYLE FILTER,AND ❑ II `� REPLACE SUCTION FILTERS.FILTERS ARE TO BE EVAPORATOR PRESSURE REGULATOR RATED FOR WAX REMOVAL.CONTRACTOR TO BYPASS/BALANCE VALVE PROPERLY DISPOSE OF OIL AND COMPONENTS /�I..I � REPLACED.REFER TO SPECIFICATION 15600. U - - - - - - - - - - - - - - }- - - ',,,�H� -a ELBOW-TURNED DOWN CHECKED BY: EJM ����� � pi 18. REFER TO GROCERY ARCHITECTURAL ELBOW TURNED UP DRAWINGS FOR ADDITIONAL WORK BY p#.#kk# REFRIGERATION KEYNOTE REFERENCE REFRIGERATION CONTRACTOR. DRAWN BY: WMK NEW GLYCOL SKID ON II PROTO CYCLE: 05/30/25 ROOF. MTC GLV CU-3 TCO2 REFRIGERATION PIPING(ABOVE) 19. INSTALL ASSET TAGS ON ALL NEW 1 I I REFRIGERATED CASES AND COMPLETE THE m NEW GLYCOL PROVIDE EMERGENCY R1.1 2 REFRIGERATION PIPING(BELOW) DATA COLLECTION INFORMATION.DELETE DOCUMENT DATE: 09/03/25 ITV SKID ON ROOF. GLYCOL CONNECTION. I 1 2 DEMOED ASSETS FROM ASSET TAGGING NEW ROOF R1.4 R1.4 --- DEMO REFRIGERATION PIPING I I MTB GLY REFER TO II PENETRATION.REFER TO APPLICATION.REFER TO SPECIFICATIONS. REFRIGERATION PLANS REFRIGERATION ROOF I I ETR EXISTING TO REMAIN FOR ADDITIONAL I 20. UPON START-UP OF ALL NEW REFRIGERATED _ T _ _ _ • INFORMATION.TYP. ICI PLAN FOR ADDITIONAL TYP TYPICAL EQUIPMENT,CONSTRUCTION MANAGER SHALL INFORMATION.TVP. � UNO UNLESS NOTED OTHERWISE REQUEST THE BUILDING PERFORMANCE CU-2 TCO2 ® ® I ���/ REPORT FOR ALL RACKS AND SUCTION GROUPS NEW REMOTE SIM SIMILAR WHERE WORK IS PERFORMED.ANY DEVIATIONS CONDENSING UNIT.REFER NOTED ON THE REPORT MUST BE CORRECTED III TO REFRIGERATION ROOF I PRIOR TO PROJECT CLOSE OUT.REQUEST VIA PLAN FOR ADDITIONAL I ® e I EPA CLEAN AIR ACT EMAIL AT B.PTEAMI@WAL-MART.COM INFORMATION.TYP;UNO. II - - - [ - REMOVE EXISTING REFRIGERATION EQUIPMENT NOTED CU-1 TCO2 COMPLY WITH CLEAN AIR ACT,TITLE VI,SECTION 608 FOR DEMO OR REPLACEMENT,INCLUDING(BUT NOT CASES,WALK W EN ADDING OR REMOVING EAND CODE OF FEDERAL FRIGEON ITLE 40,RATED PART 82 ASSOCIA ASSOCIATED VAMITED TO): LVES,REFRIGERATION AND N COILS, EQUIPMENT.RECORD ALL EQUIPMENT IDENTIFICATION CONDENSATE PIPING,HANGERS AND SUPPORTS,AND NUMBERS,MODEL AND SERIAL NUMBERS,THE AMOUNT CONTROLS NOT BEING REUSED.COORDINATE DISPOSAL OF REFRIGERANT RECOVERED FROM EACH UNIT,THE OF EQUIPMENT WITH CONSTRUCTION MANAGER.PATCH - - I DATE OF DECOMMISSIONING,COMPANY NAME AND PENETRATIONS TO MATCH EXISTING.REFER TO SIGNATURE OF ON-SITE SUPERVISOR. ARCHITECTURAL DRAWINGS. 24 HOURS PRIOR TO SHUTTING DOWN ANY HLj REFRIGERATION SYSTEMS,HVAC SYSTEMS OR BUILDING AUTOMATION CONTROLS SYSTEMS,SEND EMAIL TO - - - H - E NSRM@WALMART.COM.THE E-MAIL SHALL STATE W HAT, H WHY,AND WHEN IT IS BEING SHUT DOWN AND HOW LONG m I IT IS ANTICIPATED TO BE SHUT DOWN.THEN SEND A ❑ I q H H FOLLOW UP EMAIL TO NSRM@WALMART.COM AFTER THE WORK IS COMPLETE AND THE SYSTEM IS BACK UP AND I � ________J ❑ H H RUNNING. l R1.2 l u ALL EXISTINGO REFRIGERATED CASES ARE TO REMAIN UNLESS 1 t COORDINATE LOCATION OF REFRIGEATED CASES WITH G 1• _------I ------- - -- -----_ PLUMBING CONTRACTOR PRIOR TO CUTTING OF FLOOR AND SETTING DRAINS II.. � Mp. N . Q q4r REFRIGERATION CONTRACTOR IS RESPONSIBLE FOR ALL 0� A F I FINAL REFRIGERATION ELECTRICAL TERMINATIONS TO V J - m m - o C REFRIGERATION EQUIPMENT. ----_----- -------'ii'-'- - -' -' I DISCONNECT AND RECONNECT REFRIGERATED CASES) g70gAL AS REQUIRED FOR INSTALLATION OF NEW PIT AND - - - B TUNNEL FOR NEW REFRIGERATED CASE(S). COORDINATE SCHEDULE WITH WALMART CONSTRUCTION p- ® - - - - - - - MANAGER. A -- A WHEN REPLACING MULTI-DECK CASES AND DOOR CASES, OVERALL AND REUSING PIPING;RE-INSULATE THE REFRIGERATION PIPING BEHIND ASESBENGCASES.THIS REPLACED TO THEXPOS PIPING REFRIGERATION FOR THE CASES BEING REPLACED AND TO EXPOSED PIPING FOR ADJACENT CASES.IT ONLY APPLIES TO THATPORTION OF THE PIPING THAT IS PLAN �f D3 4 5 6 7 8 9 10 STURBING EXISTING CASES TO REMAIN IAND THAT IS BLE T NOT INSIDE OR PART OF A REFRIGERATION RISER IN A CHASE.REFER TO GENERAL PIPING RE-INSULATION NOTES.TYP. EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE OVERALL REFRIGERATION PLAN REFRIGERATION PLAN SHALLFIELDVERIFYALLEXISTINGCONDITIONS TO ACQUAINTTHEMSELFWITHTHISKNOWLEDGEDOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING (Di 1"=30'-0"=30'-0" SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF R 1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. REFRIGERATION KEYNOTES 15.602 PROVIDE JACKET ON ALL REFRIGERATION LINES EXTERIOR TO BUILDING.REFER TO SPECIFICATION 15600 FOR JACKET ARCHITECT OF RECORD: REQUIREMENTS. BRA ARCHITECTURE,INC 15.608 COORDINATE REFRIGERATION LINE ROUTING r wvexUE THROUGH THE EXTERIOR WALL.WALL —E—ND F KR eeaoe REINFORCEMENTS,PENETRATION,AND HOOD ..�...n.....n..en, SUPPLIED BY OTHERS.COORDINATE EXACT SIZE AND LOCATION OF WALL PENETRATIONS WITH .......... ARCHITECTURAL AND STRUCTURAL DRAWINGS. COORDINATE WITH WALMART CONSTRUCTION MANAGER AND OTHER TRADES UTILIZING PENETRATION FOR SPACE ALLOCATION. 15.676 REFRIGERATION CONTRACTOR SHALL INSTALL SECONDARY REFRIGERATION SYSTEM SUPPLIER-FURNISHED PUMP SKID.SET,LEVEL, AND ANCHOR ACCORDING TO MANUFACTURER'S INSTRUCTIONS.CONNECT PIPING AS SHOWN, w mrc ��rc CHARGE SYSTEM,AND START-UP ACCORDING TO SPECIFICATIONS AND MANUFACTURER'S INSTRUCTIONS.REFER TO MANUFACTURER Fyw�owo�3 ARCHITECTURAL/FIXTURE,AND STRUCTURAL. O DOCUMENTATION,BAS, �a5'k dw<yam ~ 3 x z iw3 o0oNQo€� a10. °o��- H \u »8N l 4W x _ z - - - - - - - L - - - - _ - - - - - - - - Z U I I I m O O-lD< N W LJ 0'�o\ 3:< ^zo O zpF - o a �J O-1 j O r O 0'Z EXISTING RACK MTC. U W Z MTC DX z Z W o wo g JN -Z REFRIGERATION ROOF PENETRATION. REFER TO STRUCTURAL AND ARCH FOR R3 R3.2 R3.1 15.608 ADDITIONAL INFORMATION,TYP OF 2, REMOTE GLYCOL CHARGE PIPING. o MTC CONN:2 R3.1 z MTC CONN:1 m O 1C GLY MTC GLY ((H ) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ISSUE BLOCK EXISTING RACK DTB. T NEW SECONDARY GLYCOL SKID MOUNTED DTB DX ON ROOF.REFER TO ARCHITECTURAL AND STRUCUTRAL FOR ADDITIONAL 15.676 INFORMATION.TYP OF 2. TYP ELECTRICAL ROOF PENETRATION 16"Xi6" OD.PENETRATION IS FOR ELECTRICAL USE " ONLY.REFER TO STRUCTURAL AND ARCH REMOTE GLYCOL CHARGE PIPING. 9 FOR ADDITIONAL INFORMATION.TYP OF 2. R3.1 8 15.602 TYP R3.3 6 R3 TYP MTB CONN:2 MTB CONN:1 EMERGENCY GLYCOL CHILLER e EXISTING RACK LTA. CONNECTION.TYP OF 2. R3.2 LTA DX 1 B GLY MTB GLY 6 ® CHECKED BY: EJM R3.1 DRAWN BY: WMK 15.602 TYP PROTO CYCLE: 05/30/25 g DOCUMENT DATE: 09/03/25 TYP I I I I I I I I I I I I I I I a 41742 � "�gID '►�3/as - - - - - - - - - - - - GROCERY ROOF PLAN 4 5 EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND GROCERY REFRIGERATION ROOF PLAN EXACT"AB-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES 1 f 1/8^=1'_0• PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEWWORKAND THE WORK PROPERLY.NO ADDITIONAL SHEET DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF R 1 .1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. REFRIGERATION KEYNOTES 15.601 ROUTE PIPING THROUGH PVC CHASE.REFER TO ARCHITECTURAL OR FIXTURE PLANS FOR SIZE AND PVC REFRIGERATION CHASE DETAIL. ARCHITECT OR RECORD: 15.603 SUPPORT HORIZONTAL RUNS OF REFRIGERANT BRA ARCHITECTURE INC LINES ON 1-5/8"X 1-5/8"UNISTRUT CHANNELS. REFER TO SPECIFICATIONS FOR PIPE HANGER OVERLAND-RK,Rs eexss SPACING. ...rr..n..,.n.mn, 15.617 PROVIDE PVC DRAIN LINE FROM EACH CASE DRAIN CONNECTION SAME SIZE AS CASE rAx.s.x-xsx-ssss OUTLET,AND END OVER FLOOR RECEPTOR W/AIR GAP;PITCH DRAINS 1/8"PER 12".PROVIDE DRAIN COVER GRATE TO MATCH EXISTING. CONTRACTOR SHALL ENSURE RECEPTOR(S)AND DRAIN LINES)SERVING CASE LINE-UP ARE FREE OF OBSTRUCTIONS AND FUNCTION PROPERLY. WHERE EXTENSIVE DAMAGE EXISTS AND/OR PROPER DRAINAGE CANNOT BE OBTAINED COORDINATE WITH WALMART MECHANICAL CONSTRUCTION MANAGER. m g m ww ww°� 15.623 ROUTE REFRIGERATION LINES IN BASE OF CASE w ° mwi'-.izuq FOR ALL BOTTOM FED CONNECTED CASES. awa° w SLOPE BACK TO LEAD CASE AT I"PER 20'-0"OFF 3�°g3� RUN. 0 15.624 ROUTE REFRIGERATION LINES ON TOP OF CASE ` FOR ALL TOP FED CONNECTED CASES.SLOPE uLL6��'O�.960 � BACK TO LEAD CASE AT 1"PER 20'-0"OF RUN. REFER TO TOP FED PIPING DETAIL. n oar orc3 15.648 REFRIGERATION CCu ONTRACTOR SHALL FURNISH r €y � Qopw pa€ AND INSTALL FULL PORT ISOLATION BALL m VALVES WHERE SHOWN ON PLANS. 15.685 PROVIDE SPARE STUB WITH ISOLATION CHECK VALVE AND CAP OFF FOR FUTURE USE. 15.691 REFRIGERATION CONTRACTOR SHALL FURNISH AND INSTALL GLYCOL SUPPLY AND RETURN Ln §o A SHUT-OFF BALL VALVES IN A SERVICE N - ACCESSIBLE LOCATION ON TOP OF CASE. — - 15.692 REFRIGERATION CONTRACTOR SHALL FURNISH w =2 3 1 2 3 4 SHUT-OFFALGLYCOL VALV SUPPLY AND RETURN SHUT-OFF BALL VALVES IN A SERVICE ACCESSIBLE LOCATION INSIDE CASE DRAIN PAN. z < 15.693 SLOPE GLYCOL REFRIGERANT LINES DOWN r i TOWARD DRAIN LOCATIONS AT 1"PER 20'OF RUN.PROVIDE MANUAL AIR VENT AT HIGHEST Z =W POINT IN SYSTEM.REFER TO M.T.GLYCOL F — PIPING VENT AND DRAIN INSTALLATION DETAIL. — � � LOCATE HIGHEST POINT OF REFRIGERATION REFER TO 1/R1.2 FOR LINES JUST BELOW BOTTOM CHORD OF JOIST BAKERY CONTINUATION.TYP OR BEAM.COORDINATE TO AVOID CONFLICTS . WITH DUCTWORK,LIGHTING,SKYLIGHTS,PIPING, o i� ETC.REFER TO PIPING DETAILS AND ®O _ Ih SPECIFICATIONS. cn ------ O� Oo< N e 0'�o' 3: O � �..Z o K �^ a Z- OO _jM fV n O E Z z o Zw OO m O J z N r O Q O K w U � m 2 15.693 TYP z R3.1 m O 5 R3 15.603 TYP ISSUE BLOCK 6 TYP R3 TYP R3.2 0 0 1 1.11C GLY 0 15.685 O I PRODUCE PREP 4 SERVICE BYPASS FLOW VALVE. R3.1 DELI > A 1CHECKED BY: EJM 15.617 15.623 DRAWN BY: WMK PROTO CYCLE: 05/30/25 C21 GLY DOCUMENT DATE: 09/03/25 QC-R-35-VOP (NEW) \ 2 — — — — �— — 1-5R.63.137 — ;!'� — — — — — — 1.3C GLY — — — — — MECHANICAL 15.623 J C23 GLY 15.692 O TYP ° PRODUCE -------- 6'IMX5E5-SVO C23 GLY M (REPLACE) COOLER 8'IMX5C-SVO 0.1 ` (REPLACE) ` 1.41CGLY C23 GLY _____________________________________________________________ ` SALES 6'IMX5E5-SVO O C (REPLACE) ______________________ 1 AC GLY C22 GLY / DELI �� 2 12'DX6LD-VCT COOLER f� R3.2 (REPLACE) f ` t0, SERVICE 15.601 C22 GLY Li �` `03 i U71�ITY �— DELI 16'DX6LD-VC (REPLACE) � ______________________to ti DELI FREEZER / C — — — — — — — — — — — � —e DELI POULTR — — — — — — — UTIILITV COOLER C 1 v v�v L /L/ J\, JL /L / -1 11 -_-_ I I I I GI_•M 15.617 Qx�CART 15.624 VESTIBULE-GR p� STORAGE-GM 5 iO 91 r____________ R3.3 ________7 ii 4t, 742 L____________ �-us L J • • 13.25 I FRONT REFRIGERATION 2 3 4 5 PLAN EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND FRONT REFRIGERATION PLAN EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET' DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF R 1 .2 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. KEYNOTES 1 2 3 C 15.603 SUPPORT HORIZONTAL RUNS OF REFRIGERANT • Y J LINES ON 1-5/8"X 1-5/8"UNISTRUT CHANNELS. REFER TO SPECIFICATIONS FOR PIPE HANGER ARCHITECT OF RECORD: $PACING. BRR ARCHITECTURE,INC 15.609 COORDINATE REFRIGERATION LINE ROUTING .wvexDE THROUGH ROOF.ROOF REINFORCEMENTS, DOU.AND-Rx,xs eeaon PENETRATION,AND HOOD SUPPLIED BY OTHERS.COORDINATE EXACT SIZE AND 19138xsxcsoaa LOCATION OF ROOF PENETRATIONS WITH RECEIVING ARCHITECTURAL AND STRUCTURAL DRAWINGS. COORDINATE W IT H OTHER TRADES UTILIZING DAIRY PENETRATION FOR SPACE ALLOCATION. ���---CCC07 DX MEAT COOLER 'r2.13C DX /'c08 DX 15.617 PROVIDE PVC DRAIN LINE FROM EACH CASE COOLER y"y DRAIN CONNECTION SAME SIZE AS CASE OUTLET,AND END OVER FLOOR RECEPTOR W/AIR GAP;PITCH DRAINS 1/8"PER 12".PROVIDE C14 GLY .12C DRAIN COVER GRATE TO MATCH EXISTING. N5.617� DRAIN LINE(S)SERVING CASE LINE-UP ARE FREE N g y/ 41WHERE w OF OBSTRUCTIONS AND FUNCTION PROPERLY. ° 15.624 PROPER DRAE NAGE NSIVE OANNOT BEAMAGE IOBTAINEDSTS R of of -' ��" C13 GLY 15.691 COORDINATE WITH WALMART MECHANICAL 0 3~a Qp�-E, `1 CONSTRUCTION MANAGER. a o'zoQRO w €w$ 28'DX6LD-VCT Z `J° REPLACE 15.623 ROUTE REFRIGERATION LINES IN BASE OF CASE �a �' z O ( ) FORALL BOTTOM FED CONNECTED CASES. ~ zw3 zluni€-uu SLOPE BACK TO LEAD CASE AT I"PER 20'-O"OF j o o°E z" o ir; RUN. a HMO r F=�r ww'.zo C14 GLY 7 15.624 ROUTE REFRIGERATION LINES ON TOP OF CASE rn �� 8`°vo'rcNIE 15.637 W'DR6LD-VCT TYP OF DX FOR ALL TOP FED CONNECTED CASES.SLOPE (REPLACE) J[::E x 15.617 J• g R3 R3 15.638 BACK TO LEAD CASE AT 1"PER 20'-0"OF RUN. a 15.624 R3.3 REFER TO TOP FED PIPING DETAIL. 15.617 U 15.691 m 15.636 SLOPE REFRIGERANT LINES BACK TO 15.624 C77 DX C78 DXL COMPRESSORS AT 1"PER 20'OF RUN.LOCATE 15.691 12'DX6XN 36'DX6XN HIGHEST POINT OF REFRIGERATION LINES JUST N N 8 (ETR) (ETR) 19 DX BELOW BOTTOM CHORD OF JOIST OR BEAM. COORDINATE TO AVOID CONFLICTS WITH °3 Xo LV w o -- C09 G DUCTWORK,LIGHTING,SKYLIGHTS,PIPING,ETC. �'" m --C18 DX 6'DX6LD-VCT 20 DX 15.637 AT ALL POINTS WHERE SUCTION LINES RISE, In S �O6 GLY _ o C17 DX p (REPLACE) PROVICE A SUCTION LINE TRAP AT THE BASE z r e 12'DX6XN Iuu-.r j;2 01CAr� 1.011C GLY L-- g R3 2 15.648 TYP AND TOP OF THE RISER. F < „g ALCOVE (ETR) Y E SUCTION LINE 2.02C DX 15.685 R3.3 X1.02C GLV 15.638 WALLIOR VOID SPACDE E.INTERMEDIATE TRAPP IN N =W y 15.617 .636 15.617 SHOULD BE PLACED AT THE MIDPOINT OF ANY Z 15.624 9 C20 DX 15.624 SUCTION LINE RISE WHICH EXCEEDS 16 FEET. U 15.691 5 xo R3.3 12'DX6LN TYP OF DX 15.691 15.639 PROVIDE VERTICAL SUCTION DOUBLE RISER IN T1'P U (RELOCATE) THIS LOCATION.REFER TO VERTICAL SUCTION R3.3 Co GLY GLY DOUBLE RISER DETAIL AND PIPING SCHEDULES O C19 DX S'DX6LN-VCT FOR SIZES. m 8'DX6LN (NEW) / C12 GLV 15.648 REFRIGERATION CONTRACTOR SHALL FURNISH (ETR) 1.021C GLY AND INSTALL FULL PORT ISOLATION BALL EDC# 36'DX6LD-VCT 2.3C DX (REPLACE) g 15.624 15.685 xo VALVES WHERE SHOWN ON PLANS. O O N R3.3 15.639 SIM;TYP 15.650 15.650 REFRIGERATION CONTRACTOR SHALL INSTALL � �<W 2BS DX 9 SALES REFRIGERATION EQUIPMENT \p uh 1 R3.3 SUPPLIER-FURNISHED LIQUID LINE SOLENOID O O J X 15,609 VALVE AND EVAPORATOR PRESSURE 2i p m R3.2 REGULATOR IN A SERVICE ACCESSIBLE �Il Z O Q �J / U O LOCATION ON TOP OF CASE,CONTRACTOR O F EXISTING STATION. N $ j MTC CONN: SHALL FURNISH AND INSTALL FULL PORT z H CHARGING STATION. - U 14o MTC CONN:1 ISOLATION BALL VALVE IN A SERVICE U' I� a \ j ACCESSIBLE LOCATION ON TOP OF CASE. O Z iC GLV INSTALL CONTROL WIRING FROM VALVES BACK J M I��llp� xo U C15 DX CASE RACK CONTROLLER.REFER TO 0,0 RE REFRIGERAA TION SUBMITTALS/SCHEDULES AND 22 /r nn O ® 610 CIA REMOTE GLYCOL m 3LOCAT SAS PLANS FOR EXACT REQUIREMENTS.REFER J�J V W Z d N (RELOCATE) TO SPECIFICATIONS FOR ASSET TAGGING Z W CHARGE PIPING. X U 15617 REQUIREMENTS. O ��of O m 15.624 15.685 PROVIDE SPARE STUB WITH ISOLATION CHECK p H / 12 GLY T 1.03C GLY - CO 15.650 VALVE AND CAP OFF FOR FUTURE USE. I((o AJ' N� t - - _ _ _ - - - LJ 15.691 REFRIGERATION CONTRACTOR SHALL FURNISH U�J 'F• n rl / SEAFOOD j 1 I AND INSTALL GLYCOL SUPPLY AND RETURN r•� \-� FREEZER SHUT-OFF BALL VALVES IN A SERVICE Q p K REMOTE GLYCOL O 1 15.609 CD ACCESSIBLE LOCATION ON TOP OF CASE. O m CHARGING STATION. "�i R3.2 (9 15.692 REFRIGERATION CONTRACTOR SHALL FURNISH D eg U AND INSTALL GLYCOL SUPPLY AND RETURN Z REFRIGERATION PIPING UP SHUT-OFF BALL VALVES IN A SERVICE R3.1 GROCERY „ TB CONN:1 C GLY MTB CONN: THROUGH ROOF.TYP. ACCESSIBLE LOCATION INSIDE CASE DRAIN PAN. FREEZER MEAT 12'DX6LD-VCT j�- REPLACE 1 BS DX SUCTION I 15.693 SLOPE GLYCOL REFRIGERANT LINES DOWN PREP (REPLACE) A RISER.REFER TO PIPING TOWARD DRAIN LOCATIONS AT 1"PER 20'OF 15.617 SCHEDULES FOR ADDITIONAL RUN.PROVIDE MANUAL AIR VENT AT HIGHEST ISSUE BLOCK 15.623 INFORMATION. POINT IN SYSTEM.REFER TO M.T.GLYCOL 15.6921.1C DX I PIPING VENT AND DRAIN INSTALLATION DETAIL. ,BS DX LOCATE HIGHEST POINT N REFRIGERATION LINES JUST BELOW BOTTOM CHORD OF JOIST OR BEAM.COORDINATE TO AVOID CONFLICTS x WITH DUCTWORK,LIGHTING,SKYLIGHTS,PIPING, o m Ci6 DX ETC.REFER TO PIPING DETAILS AND U m SPECIFICATIONS. REFRIGERATION ROOF PENETRATION. REFER TO STRUCTURAL AND ARCH FOR ADDITIONAL INFORMATION.TYP OF 2. CO 1B GLY o 1 7 7 15.609 15.685 1.01 B GLY m R3 R3.2 R3.1 15.617 15.624 15.691 _ 1.01B DX a � m B01 GLY m' o 36'MX5XG-VOP (REPLACE) CD BYPASS FLOW VALVE. R3.1 CHECKED BY: EJM E0 DRAWN BY: WMK N x o rn PROTO CYCLE: 05/30/25 m m'm`! I DOCUMENT DATE: 09/03/25 X` 1.11E GLY - - _ - - - - - - - - - - - - - - -- I,CO _ - - - _ - - - j t m BAKERY GROCERY UTILITY SALES 15.617 15.624 15.691 t0 B02 GLY N • y 24'MX5XG-VOP m (REPLACE) BAKERY COOLER 2 R3.1 15.693 TYP 5 5 15.603 TYP 0 0 m m n 6 � B03 GLY R3 TYP � 1.3B GLY o o `I m 603 GLY 15.685 U 8'BX3LN-SVO GI_' y (REPLACE) w� �q4P F- - - B03 GLV - - - - - - - - - - - � 2- 12'BX3LN-SVO 41742 / (REPLACE) �9 q h 15.617 701iAL 15.624 7 56 REAR REFER TO I/R1.2 FO CONTINUATION.TYPR REFRIGERATION PLAN 1 2 3 4 5 EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND REAR REFRIGERATION PLAN EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES 1/8"=V-0" PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET' DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF R 1 .3 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. REFRIGERATION KEYNOTES 15.602 PROVIDE JACKET ON ALL REFRIGERATION LINES EXTERIOR TO BUILDING.REFER TO SPECIFICATION 15600 FOR JACKET ARCHITECT OF RECORD: REQUIREMENTS. BRA ARCHITECTURE,INC 15.609 COORDINATE REFRIGERATION LINE ROUTING F—ERUE THROUGH ROOF.ROOF REINFORCEMENTS, D ERu -RK,Rs ssxse PENETRATION,AND HOOD SUPPLIED BY ...e...n....n.en, OTHERS.COORDINATE EXACT SIZE AND LOCATION OF ROOF PENETRATIONS WITH Fan.vIx-xsx-ssaa ARCHITECTURAL AND STRUCTURAL DRAWINGS. COORDINATE WITH OTHER TRADES UTILIZING PENETRATION FOR SPACE ALLOCATION. 15.610 PROVIDE AIRTIGHT SEAL AROUND ALL PIPING AND BOLT PENETRATIONS THROUGH COOLER/FREEZER BOX WALLS OR CEILINGS. REFER TO FAN COIL UNIT DETAIL. 15.611 SUPPORT UNIT COOLERS WITH BOLTS THROUGH ROOF TO 1-5/8"X 1-5/8"X 10'LONG 14 GA. GALVANIZED UNISTRUT SPANNING THREE ROOF ' ui PANELS.PROVIDE DOUBLE NUTS ON EACH BOLT. W o CiFpUpW � 15.612 SEE SCHEDULES FOR UNIT COOLER TYPES, - �" �kw'$ o"3 SIZES,AND CAPACITIES;CONTROL METHOD;AND 3�°5'�dwa„am ALL REFRIGERATION PIPING SIZES,ETC. 15.615 CONDENSATE DRAIN;PITCH DRAIN LINES DOWN Z `c�oy�'`� u LLa��' . APPROXIMATELY I/8"PER 12"TOWARD DRAIN. zw;�'ao�3q PROVIDE COPPER PIPING WITH ELECTRIC HEAT j 000£=LL W -. TAPE AND INSULATION ON ALL CONDENSATE w aq LINES EXPOSED TO FREEZING TEMPERATURES. r €= �Q�taogpw pa€ 15.616 END CONDENSATE LINE OVER RECEPTOR W/AIR GAP.CONTRACTOR SHALL ENSURE FLOOR DRAIN(S)AND DRAIN LINE(S)SERVING WALK-IN ARE FREE OF OBSTRUCTIONS AND FUNCTION PROPERLY.WHERE EXTENSIVE DAMAGE EXISTS AND/OR PROPER DRAINAGE CANNOT BE OBTAINED COORDINATE WITH WALMART N N Sa MECHANICAL CONSTRUCTION MANAGER. - 15.637 AT ALL POINTS WHERE SUCTION LINES RISE, ('w -3 PROVIDE A SUCTION LINE TRAP AT THE BASE AND TOP OF THE RISER. N OC z 15.638 PROVIDE INTERMEDIATE SUCTION LINE TRAP IN Z WALLOR VOID SPACE.INTERMEDIATE TRAP r <. SHOULD BE PLACED AT THE MIDPOINT OF ANY z SUCTION LINE RISE WHICH EXCEEDS 16 FEET. Z =W 15.661 REFRIGERATION CONTRACTOR SHALL INSTALL U REFRIGERATION EQUIPMENT SUPPLIER-FURNISHED LIQUID LINE SOLENOID VALVE,SUCTION LINE CHECK VALVE,AND CO2 VALVE STATIONS IN A SERVICE ACCESSIBLE O m LOCATION ON TOP OF WALK-IN BOX.REFER TO CO2 VALVE STATION DETAIL.INSTALL CONTROL WIRING FROM SOLENOID VALVE BACK TO CIRCUIT CONTROLLER.REFER TO OO N SPECIFICATIONS FOR ASSET TAGGING N REQUIREMENTS. 00 15.669 IF THE FACTORY-INSTALLED CO2 PRESSURE Q RELIEF VALVE IS LOCATED LESS THAN 20'AWAY 3:p FROM ANY MECHANICAL FRESH AIR INTAKE, Z 08 O EXTEND THE PRESSURE RELIEF PIPING AND WIRING AWAY FROM THE INTAKE AND RELOCATE z O~ 0 THE VALVE TO THE END OF THE LINE. �g O U' a 15.684 AT ALL POINTS WHERE CO2 RETURN LINES RISE, I(1 J PROVIDE AN INVERTED SUCTION LINE TRAP AT u\_l 0,o THE TOP OF THE RISER. Q O W Z Z UJ m o zwo J zU) 10 � n Qo w 10 Z 0 — — — — — — — — — — — — — — — — — — — ISSUE BLOCK PROVIDE RUNNING PTRAP BETWEEN COOLER AND FREEZER BOX ON COOLER BOX SIDE. 1 15.611 T,P R3.3 15.612 3 R3.2 CD CO 15.610 CU1 TCO2 KR64E-220 CU3 TCO2 CHECKED BY: EJM (NEW) NEW'CO2 REMOTE CONDENSING UNIT. CU3b 7CO2 REFER TO ARCH AND STRUCTURAL FOR DRAWN BY: WMK 6 GL36D-13 TYP ADDITIONAL INFORMATION.TYP. 5 15.661 (NEW) CU3 TCO R3 REFRIGERATION ROOF PENETRATION. PROTO CYCLE: 05/30/25 REFER TO STRUCTURAL AND ARCH FOR CU3a 7CO2 CD O g ADDITIONAL INFORMATION.TYP. DOCUMENT DATE: 09/03/25 GL36D-135 rt CO CU2 TCO2 F R3.3 Z.. 1 7 7 15.609 CU3b TCO2 (NEW) U3a TCO2 KR64E-220 HCR PCAV AIR CURTAIN FURNISHED AND INSTALLED 15.637 U2 TCO2 (NEW) BY OTHERS.START-UP BY RC.REFER TO HCR 15.602 R3 R3.2 R3.3 15.684 RESPONSIBILITY MATRIX IN THE REFRIGERATION TYP 3 — SCHEDULES FOR ADDITIONAL INFORMATION. REFRIGERATION PIPING REFRIGERATION ROOF PENETRATION. _ -- ° 15.669 {'"=- DOWN THROUGH ROOF.TYP. REFER TO STRUCTURAL AND ARCH TYP FOR ADDITIONAL INFORMATION.TYP. CD O 6 �.P 1 7 7 15.609 CO 15.661 CU2 TCO2 O R3 15.684 R3 R3.2 R3.3 15 684 e � � � r REFRIGERATION PIPING UP 29 THROUGH ROOF.TYP. CU-2 TCO2 r � - - - - - - - - - - - G � - - - - - I - - 1 7 7 15.637 El15.638 TYP R3 R3 R3.3 15.684 CU-1 TCO2 L—J LEA 41742 � �-J '►�3las CF)-- - - - - - - - - - � �F� - - - - - - - - - � PICKUP REFRIGERATION PLANS ! 10 10 EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING PICKUP REFRIGERATION PLAN ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE PICKUP REFRIGERATION ROOF PLAN SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING 1 0 SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF R 1 .4 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. REFRIGERATION SYSTEM SCHEDULE EXISTING SYSTEM -RACK DTB(DX) Secondary Refrigerant: 35%GycM;ROVERFFED Refrig.BAS: No ar Condenser Type: Ar H/R Media: Wae Subcooler Liquid Temps SG7 Comp RGT°F: 30 DESIGN DB°F: 92 EXTERIOR DRY BULB(DB)°F: 92 Hybrid HOUSE/LOF CO2& ARCHITECT OF RECORD: Format: Sc Store#: 03757 System Type: Glycol Skid Primary Refrigerant: R407A System Else: 460V 3Ph 60 Hz Se.Cord.Temp°F: 107 H/R Use: Dom.Hot Water SG7 Liq Temp°F: 50 SG2 Comp RGT°F: 50 DESIGN WB°F: - Based on 5 yr Extreme DB-ASHRAE Pub, 2021 BRR ARCHITECTURE,INC Prow Size: ISO City/State: Adinglon,WA Consultant: Hargis Engineers Estimated Refrigerant Charge Defrost Elec: 208V 60 Hz 1 or 3Ph Cord Design TO°F: 15 H/R Water GPM: ETR SG2 Liq Temp°F: 75 SG3 Comp RGT°F: DESIGN INTERIOR DRY BULB°F. 75 EXTERIOR WET BULB(WB)°F: 69 ov mAim FABx,xs..... ProtoCycle Date: 05/30/25 Data Prepared OB/28/25 Prepared by: Wyatt King Rack and Condenser(Its) Sys.Pilot Elec: 208V iPh Summer H/R Avail: HAR Glycol Type: SG3 Liq Temp°F: Evap.Superheat°F: AS-BUILT DESIGN INTERIOR RH%: 55% Based on 0.4%Monthly Max WB-ASHRAE Pub, 2021 FAx.ssa-xsx-so4a Fixture and Field Piping fibs) C..d.Elec: 460V 3Ph 60 Hz Winter H/R Avail: H/R Glycol%: ASHRAE Design Conditions Weather Station:Arlington,WA(WMO:727945) ELEVATION ft 137 Climate Zone 4C CIRCUIT INFORMATION FIXTURE ELECTRICAL INFORMATION MISC INFORMATION Case Fixture Length Quantity Walk-In Box Size LSHXYor N7 Evaporator Case/ Lights Anti-Sweat Drain Pan &Model# Coil XV/ Sub-Circuit Load Circuit Evap. Walk-In Circuit Control Valves Defrost Defrost Heaters Fans Amps Amps Amps CKT# FT#k of Doors 2D04' 3Dr/6' 4Dr/8' 5Dr11Z L W H Case/Coil Model Case/Coil Manuf. Application WI Evaps Distributor Nozzle MBH Load MBH SST Air Tamp EPR LLSV Type Amps Voltage Amps Voltage 120v 120v 120v Equip Number Notes: 801 DX 8 FT 1 FWGFF HUSSMANN Dual Temp Coffin Wand! - 5.0 -12 -12 CDST4-7 EVR3NC4 EL 15.4 208H 2.2 12WI - ETR w w ��rc B02 DX 12 FT 2 FWEG-FF HUSSMANN Dual Temp CORn Ends - 5.1 -12 -12 CD- EVR3 EL 13.1 209/1 1.5 12WI ETR N g y t4ww cow°� B03 DX 12 FT 1 FWGFF HUSSMANN Dual Temp Coffin Islentl - 7.5 -13 -12 CDST-0-7 EVR3NCA EL 23.1 20&1 3.1 12WI - ETR p Ci pFuPlu W i Lu�w- B04DX 12 FT 2 FWEG-FF HUSSMANN Dual Tamp Co#InEnd. 5.1 -12 -12 CDST4-7 EVR3NO4 EL 13.1 20&1 1.5 120/1 - ETR K L r'-. 1°3 LTB CONN:1 - - - - - - 68.7 16 - - - - - - - - - - Q Ile 3~¢g�dway¢m LTBCONN:2 - - - - - - 60.7 -2fi - - - - - - - - - U- o�OQ0€pr€a1 SG#1 Total Load MBH: isci 47 Saturated Sucson Tem.°F O �LL¢w,nwi�03 i'a� x Bash DX G"CImuK Daslgmiden I ~ zw3*aoNQo€¢Fz¢w BS02 DX Glycol Circuit Designed- I ou w 5 1Q�°ew m °xN IL o0.w�°�wx ds"=rc��g BS03 Dx - - Gycd Circuit Desg,edon - - - - - - - - - I F q 8504 DX 8 FT 1 E2V-SVO HUSSMANN Se8-Service Deli 7.2 27 CDST-24 E2S140 OT 0.4 12N1 0.8 ETR N € p uw.a O rc ¢¢ BS05 OX 26 FT/2ENDS 4 2 FFI- C-51 HILL PHOENIX MD Produce Island 24A 24 28 CDST4-7 ESS140 OT 3.6 12WI 2.1 ETR BS06 DX 24 FT 3 DX6XN KYSOR WARREN WD Dell 24.7 27 33 CDST4-7 E6S140 OT 2.0 120/1 3.5 ETR BS07 DX 8 FT 1 ESBDS HUSSMANN Service Deli 2.9 20 25 CDST-24 E2S140 OT 0.2 12WI 1.0 6.9 ETR BS08 OX 9 9 10 1 SME-130 BOHN Poultry Cooler W.I. EGVE-1C1#&4 10.0 20 1 28 CDST-7d EVR3NC4 EL 15.7 208H 1.5 201 ETR BS09 DX - - Gycd Circuit Desgned- - . I - - - - - - - - . - I w §o A B510 OX 12 FT/2ENDS 2 1 FWG' EG HUSSMANN M.T.Coffin I,I,W w/Entls 8.5 19 24 CDST-745 EVR3NC4 EL 21.3 208/3 4.6 120/1 0.5 ETR _ BS11 DX 8FT/2ENDS 2 1 FWG'FWEG HUSSMANN M.T.Cohn ISIBM w/Entls - - 6.7 19 24 CDST-7-B EVR3NC4 EL mz 20813 3.8 12o/1 0.4 - ETR "' z B812 DX 8FT/2ENDS 2 1 MG-EG HUSSMANN M.T.Coffin I,I,W w/Entls 6.7 19 24 CDST-74i EVR3NC4 EL 18.2 208/3 3.8 120/1 0.4 ETR BS13 DX 28 29 10 - - Meal Cooler W.I. - 36.8 19 28 COST." EVR6NG4 EL 45.2 20811 4.0 208/1 ETR m B513a DX 28 29 10 WKE-210 BOHN 1/2 Meal Cooler W.I. - EGVE-2-C/#1-1N - 19 28 - - EL 22B 208M 2.0 20&1 - - - ETR BS13b DX 28 29 10 WKE-210 BOHN 1/2 Meal Cooler W.I. - EGVE-2-CI#1-1/2 - 19 28 - - EL 22.6 20811 2.0 2-1 - - ETR Q BS14 DX Subcooler Load Rack B 37.5 35 ETR J Z last DX 4 FT SMBT HUSSMANN Se-Dell la 18 24 CDST-24 E2S14. OT 0.6 12&1 0.3 ETR g) 2 w Z MTB CONN:1 IQ Glycd Mid 56.8 1] K O MTB CON.:2 IQ Gywl Skid 56.8 1] K Q SG p2 Total Load MBH: 280.5 16 Saturated Svc-Tem.°F General Notes: 1.Refrigeration OEM:Hussman, oo m 2.The scheduled data for existing to remain components,circuit loads,and electrical conditions are reproduced from original design documents and may not reflect exact as-built conditions. 3.Contractor shall field verify existing status of data shown for modified rack and notify engineer of any discrepancies. O O N 4.Case/Evap changes resuit in a net increase of 6.7 MBH. O Notes: `/O A.Circuit shall be connected is Top-Fed piping. O O ` >¢ >O B.Circuit shell be connected via BORom-Fed piping. O C.Circuit shall be connected is Bottom-Fad piping muted through partition for coffin cases. Z Z O D.New case(s),EPR and LLS valves. ^ K E.Case(s)removed from lineup,existing W remain EPR valve,and new LLS valve. r ZM a F.New/replaced case(s). O p J M G.New Evapormor(s),Expansion Valve,Distributor Nozzle,EPR and LLS valves. 0,0H.New Evaporator(s),Expansion valve(s),and LLS valves. W Z Z WCo I.Cese(s)replaced and moved to new secondary skid. J.Evaporator(s)replaced and moved to new secondary skid. 0 U)0 K.New primary refrigerant connection to new secondary skid. J Z L Case(s)or Evaporator(s)replaced and moved to new TCO2 rack. O N M.Cases or Evaporations)relocated to or from existing rack. LLL..LLL W REFRIGERATION SYSTEM SCHEDULE m NEW SYSTEM -DTB GLY GLYCOL Pump Skid Design MBH Pump Skid Secondary Refrigerant: 35%Gtycol Refdg.BAS: Novar Min. h08.5 Supply Temp'F: pp Primary SST°F 15 DESIGN DB°F: 92 EXTERIOR DRY BULB(DB)°F: 92 Pump Skid Design MBH Pump Skid Fermat: SC Store#: 03757 System Type: Secondary Glycol Skid PrimaryRefrigemnt R407a System Elec: 460V 3Ph 60H. Me. 532.5 Return Temp°F: 27 Useful SH°F: 8 DESIGNWB°F: Based on50yrExlremeDB-ASHRAE Pub.: 2021 ISSUE BLOCK Prot.Size: 150 City/Stale: Arington,WA Pump Skid Min.Capacity Glycol HXR DX HXR Consultant: Hargis Engineers Primary Refrigerant Liq Temp.°F: 75 MCA: 28 GPM: 32 Approach°F: 7 Approach°F: 3 DESIGN INTERIOR DRY BULB°F: 75 EXTERIOR WET BULB(WB)°F: 69 Pump Skid Max Capacity ProtoCycle Date: 05/30/25 Date Prepared 08/28/25 Prepared by: Wyatt King Primary Refrigerant Saturated Cord.Temp°F: 107 MOPD: 30 GPM: 160 DESIGN INTERIOR RH%: 55% Based on 0.4%Monthly Max W B-ASHRAE Pub.: 2021 Pump Skid Maz Head Primary Refrigerant ReturnGas.Temp°F: g0 Pump Skid Model: WMT-SEC-GLY-321160 4d 100 ASHRAE Design Conditions Weather Station:Adinglon,WA(WMO:727945) ELEVATION ft 137 Climate Zone 4C CIRCUIT INFORMATION FIXTURE ELECTRICAL INFORMATION MISC INFORMATION Case Fixture Length/Quantity Walk-In Box Size LSHX V.r N7 Evaporator Case/ Lights And-Sweat Drain Pan &Model# C.IITXV/ Sub-Circuit Load Circuit Glycol Walk-In Flow Circuit Control Valves Defrost Defrost Heaters Fans Amps Amps Amps CKT# FT/#of Doors 2 Dr/4' 3 Dr/6' 4 Dr/8' 5 Dr/12' L W H Case/Coil Model Case/Coil Manuf. Application WI Evaps Distributor Nozzle MBH Load(MBH) Temp°F Air Temp (GPM) ABV SLSV Type Amps Voltage Amps Voltage 120v 120v 120v Equip Number Notes: B01 GLY 36 FT 3 MX5XG.VOP KYSOR WARREN MD Meat 35.3 20 26 13.0 BY CASE OEM BY CASE OEM OT 3.0 120I1 3.2 RS4038.352-0&12/2024 A,D B02 GLY 2A FT 2 MX5XG-VOP KVSOR WARREN MD Meat 52.9 20 26 19.5 BY CASE OEM BV CASE OEM OT 4.5 120/1 4.9 RS4038.352-0&1-024 A,D B03 GLY 20 FT 1 1 BX3LN-SV0 KVSORWARREN MD Bakery 16Z 20 29 4.1 BY CASE OEM BY CASE OEM OT 0.8 120/1 2.3 RS1 018.852-09/1M024 B,D System Heat Gain 8.9 Total Loatl MBH: 113.6 36.6 Glycol Total Flow GPM General Notes: 1.Refrigeration OEM:RAE Corporation 2.The scheduled data for existing to remain components,circuit loads,and electrical conditions are reproduced from original design documents and may not reflect exact as-built condition. &MTB GLY is a Secondary Glycol System,heat is rejected by MTB CONN:1 and MTB CONN:2.Refer to"EXISTING SYSTEM-RACK MTB(DX)'for additional information. 4.MTB GLY is a new system. CHECKED BY: EJM Notes: DRAWN BY: WMK A.Circuit shall be connected via Top-Fed piping. B.Circuit shall be connected via Bottom-Fed piping. PROTO CYCLE: 05/30/25 C.Circuit shall be connected via Bottom-Fed piping routed through partition. DOCUMENT DATE: 09/03/25 D.New glycol case(s),replaced DX cases. E.New glycol eve omto s replaced DX Evaporators. �G?•Mp. w '4r O� 41�7re4212°6 g�O AL '►�3las REFRIGERATION SCHEDULES EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO RL FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. REFRIGERATION SYSTEM SCHEDULE EXISTING SYSTEM -RACK MTC DX Secondary Refiigemnt MG" Re6ig.BAS: Nmar Condenser Type: Air H/R Media: Water Subcooler Liquid Temps SG1 Comp RGT°F: 50 DESIGN DB°F: 92 EXTERIOR DRY BULB(DB)°F: 92 Format: SC Store#: 03757 System Type: Hybrid House/Glycol Skid Primary Refrigerant: R-407A System Elec: Based on 5 yr Extreme DB-ASHRAE Pub.: ARCHITECT OF RECORD: 460V 3Ph 80 Hz Sat.Cord.Temp°F: 107 H/R Use: Dam.Hot Water SGi Liq Temp°F: 75 SG2 Comp RGT°F: - DESIGN WB°F: - 2021 BRR ARCHITECTURE,INC Urm Prot.Size: 150 City/State: Arington,WA Consultant: Hargis Engineers Estimated Refrigerant Charge Defrost Elec: 208V 60 Hz 1 or 3Ph Cond Design TO°F: 15 H/R Water GPM: ETR SG2 Liq Temp°F: SG3 Comp RGT°F: DESIGN INTERIOR DRY BULB°F: 75 EXTERIOR WET BULB(WB)°F: 69 ovaauxo vwaK,Ks..... ProtoCycle Date: 05/30/25 Date Prepared OB/28/25 Prepared by: Wyatt King Rack and Condenser fibs) Sys.Pilot Elm: 208V 1Ph Summer H/R Avail: H/R Glycol Type: SG3 Liq Temp°F: Evap.Superheat°F: AS-BUILT DESIGN INTERIOR RH%: 55% Based on 0.4%Monthly Max WB-ASHRAE Pub.: 2021 Fwx.six-xsx-so4a Fixture and Field Piping fibs) Cond.Elea 460V 3Ph 60 Hz Winter FUR Avail: HR2 Glycol%: ASHRAE Design Conditions Weather Station:Arlington,WA(WMO:727945) ELEVATION R: 137 Climate Zone 4C CIRCUIT INFORMATION FIXTURE ELECTRICAL INFORMATION MISC INFORMATION Case Fixture Length/Quantity Walk-In Box Size LSHX V or N? Evaporator Case/ Lights Anti-Sweat Drain Pan BModat# Coil XV/ Sub-Circuit Load Circuit Evap. Walk-In Circuit Control Valves Defrost Defrost Heaters Fans Amps Amps Amps CKT# FT N of Doors 2 Dr/4' 3 Dr/6' 4 DrAy 5 Dr/12' L W H Case/Coil Model Case/Coil Manuf. Application WI Evap. Distributor Nozzle MBH Load MBH SST Air Temp EPR LLSV Type Amps Voltage Amps Voltage 120v 120v 120v Equip Number Notes: Cot DX 7 13 10 AD- BOHN Bakery Cooler Wl - EGVE-1C/#ill - 8.4 25 35 CDST-7-S EVR3NC-4 OT - - is 12M1 - - - ETR CO2 DX 24 FT 2 CVW-EXA SANYO MD Produce w/Misters - 27.5 28 M CDST-7-9 EVR61,C-4 OT 3.9 12011 2.8 ETR N g y t4ww cow°� Us DX 24 FT 2 CVW-E. SANYO MD Produce w/Misters - - - 27.5 28 34 CDST-]$ EVR6NC-4 OT - - 3.9 12011 2.8CircF C04 D% 17 22 12 WK-270 BOHN Produw Cooler Wl - EGVE-2Cl#1-1/2 - 19.3 28 36 CDST-]-7 EVR4NC4 OT - - 3.6 12011 - - - ETR - �LLwLLw3 X¢Q rG_ p'°Zo2e°j Cos DX 13 S 10 SM-102 BOHN Deli Cooler WI - EGVE-1C/#12 - el 25 35 Co- E-NCA OT - - is 12.1 0 COB D% III ClrwN Designation - - - - - - - - - I U- '�6Q2€p Eo=9 C07 DX 54 22 11 - V3 Dalry Cooler W l - - 44.0 25 35 CDST EVRBNC-5 OT 9.0 12011 ETR 0 i C07a DX 54 22 11 ADT-260 BOHN 1/3 Dairy Cooler WI - EGVE3C/ih-12 22.0 - 25 35 - - OT - - 4.5 12W1 - - - ETR Q w �borgn Oz€crow Co]b DX 54 22 11 AD- BOHN 113 Dairy Cooler WI - EGVE3C/#1-12 22.0 - 25 35 - - OT - - 4.5 12011 _ _ ETR J Ni a ooD °�2=o:s"=rc��g COB DX 54 22 11 AD- BOHN VaNlry Cooler Wl - EGVE-3-C/#1-12 - 22.0 25 35 CDST-7A EVR4NCA OT - - 4.5 12011 - - - ETR - US D% Ill Circuit Da.lgnadon I z~/3 €'�H ouU rc- u C10 DX 36 7 11 Dairy Cooler Wl 27S 25 35 CS- EVRSNCA OT 5.4 12011 ETR C10a DX W 7 11 sm-0o BOHN 1/3WIry Cooler Wl EGVE-1C/#W4 9.3 25 35 OT 1.8 12011 ETR C10b DX a6 7 11 SM-090 BOHN 1130eiry Coder Wl EGVE-1C/#W4 9.3 25 35 OT is 12W1 ETR cl.- 36 7 11 SM-0 BOHN V3 Delry Coder WI EGVE-1C/#314 9.3 25 35 OT IS 12011 ETR C11 D% Ggool Circuit Designation I Nut C12 D% Glycol ClrcuN Designation I a C13D% Glycol ClrcuN Deelgne6on I - C14D% III ClmoN De.igna6on I C16DX WDM HILL PHOENIX MD Beer 47A 29 38 CDST.741 ESS250 OT 2.8 12W1 6.3 ETR E ,�^„ C16 DX - - Subcooler Load Rack A 28.6 35 - - - - - - - - �/- -e C17 DX 20 FT 1 1 D.. KYSORWARREN MD Deli - - 26.5 29 33 CDST4-11 E5S140 OT - - 1.7 12011 2.7 - EIR Q C18 DX 36 FT 3 D.. KYSORWARREN MD Ddi 72a 33 COST-7-11 E6S140 OT as 12W1 4.7 ETR J C19 D% B FT 1 DXBUN KYSOR WARREN MD Beer 9.2 Z0 S? CDST-2d E3S140 OT 0.8 12W1 0.9 EIR E y raw C20 DX 12 FT 1 DXBLN KYSOR WARREN MD Beer 13.7 28 32 CDSTAO Oslo 0.9 12W1 1A ETR E Z O MTC CONN:1 12 Glycol Skid 715 17 K U MTC CONN:2 12 Glycol Skid 71A 17 K SG#1 Total Load MBH: 501.3 18 1 Selu sed Sa ,T .T Ly General Notes: m 1.Refrigeration OEM:Hussman, 2.The scheduled data for existing to remain components,circuit loads,and electrical conditions are reproduced from original design documents and may not reflect exact as-built conditions. O O N � Cl) 3.Contractor shall field verify existing status of data shown for modified rack and notify engineer of any discrepancies. 4.Case/Evap changes result in a net DECREASE of 40.4 MBH. 5.OEM shall reevaluate rack at 92°F ambient. O O / >Q> Notes: /\ >O A.Circuit shall be connected via Top-Fed piping. ^Z O O O B.Circuit shall be connected via Bottom-Fed piping. z fj K C.Circuit shall he connected via Bottom-Fed piping routed through partition for coffin mass. V g O Z D.New case(s),EPR and LLS valves. O J CO E.Lineup modified/relocated;refer to mfiigemtion plans for additional information.Install OEM furnished LLSV and EPR valve. 0 O F.New/replaced cases). W Z G.New Evaporator(.),Expansion Valve,Distributor Noule,EPR and LLS valves. F W H.New Evaporetor(s),Expansion velvets),and LLS valves. 0 (n 0 I.Case(s)replaced and moved 1.new secondary skid. J J.Evaporetor(s)replaced and moved to new secondary skid. 0, K.New primary refrigerant connection to new secondary skid. L.Case(s)or Evaporators)replaced and moved to new TCO2 rack. Q O M.Cases or Eva rato s relocated to or from existing rack. W Z Z 0] REFRIGERATION SYSTEM SCHEDULE ° NEW SYSTEM - MTC GLY(GLYCOL) Pump Skid Design MBH Pump Sktl Secondary Refrigerant: 35%Glycol Refrig.BAS: Novar Min. 106.5 Supply Temp°F: pp Primary SST°F 15 DESIGN DB°F: 92 EXTERIOR DRY BULB(DB)°F: 92 ISSUE BLOCK Pump Skid Design MBH Pump Skid Format: SC Store#: 03757 System Type: Secondary Glycol Skid Primary Refrigerant; R407a System Elec: 460V 3Ph 60 Hz Max. 532.5 Return Temp°F: 27 Useful SH°F: 6 DESIGN WB°F: Based on 50 yr Extreme DB-ASHRAE Pub.: 2021 Pump Skid Min.Capacity Glycol HXR DX HXR Photo Size: 150 City/State: Arington,WA Consultant: Hargis Engineers Primary Refrigerant Liq Temp.°F: 75 MCA: 28 GPM: 32 Approach°F: 7 Approach°F: 3 DESIGN INTERIOR DRY BULB°F: 75 EXTERIOR WET BULB(WB)°F: 69 Pump Skid Max Capacity ProtoCycle Dale: 05/30/25 Dale Prepared OB/2825 Prepared by: Wyatt King Primary Refiigeant Saturated Cond.Temp°F: 107 MOPD: 30 GPM: 160 DESIGN INTERIOR RH%: 55% Based on 0.4%Monthly Max WB-ASHRAE Pub.: 2021 Pump Skid Max Head Primary Refrigerant Return Gas.Temp°F: 50 Pump Skid Model: WMT-SEC-GLY32/160 FT: 100 1 ASHRAE Design Conditions Weather Station:Arlin g glon,WA(WM0:727945) ELEVATION IT 137 Climate Zone 4C CIRCUIT INFORMATION FIXTURE ELECTRICAL INFORMATION MISC INFORMATION Case Fixture Length Quantity Walk-In Box Size LSHX Y or N? Evaporator Case/ Lights And-Sweat Drain Pan B Model# Coil TXV/ Sub-Circuit Load Circuit Glycol Walk-In Flow Circuit Control Valves Defrost Defrost Heaters Fans Amps Amps Amps CKT# FT HI of Doors 2 Dr/4' 3 Dd6' 4 Dr/8' 5 Dr/1T L W H Case/Coil Model Case/Coil Manuf. Application WI Evap. Distributor Nozzle MBH Load MBH Temp F Air Temp (GPM) ABV SLSV Type Amps Voltage Amps Voltage 120v 120v 120v Equip Number Holes: C01 GLY DX Circuit Designation C.GLV DX Circuit Designation CO3 GLY DX Circuit Designation C.GLV DX Circuit Designation COS GLY DX Circuit Designation COS GLV 8 FT 1 DX6LN-VCT K mOR WARREN MD Beer 9.6 20 35 2.0 BY CASE OEM BY CASE OEM OT 0.7 12W1 0.5 R54018.442-03/012024 A C07 GLV DX Circuit De.lg-, US GLY DX Circuit Designation C09 GLY 16 FT 2 DX6L0.VCT KYSOR WARREN MD Dairy w/Dons 5.0 20 a4 1.0 BY CASE OEM BY CASE OEM OT 0.6 120/1 us RS3007.042-OB/122024 A D CHECKED BY: EJM C10 GLY DX Circuit Designation C11 GLV 12 FT 1 DX6LD-VCT KYSORWARREN MD Deli w/Doors 3.8 20 34 0.8 BY CASE OEM BY CASE OEM OT 0.6 12011 0.7 RS3007.002-0811 V2024 AD DRAWN BY: WMK C12 GI 36 FT 3 Dxe D-VCT I-OR WARREN MD Deli w/Down - - 11.2 20 34 2.3 BY CASE OEM BY CASE OEM OT - - 1.7 12W1 2.0 - - RS3007.002-081122021 A,D PROTO CYCLE: 05/30/25 C13 GLY 26 FT 2 1 DX6L0.VCT KYSORWARREN MD Dairy w/Oozes 8.7 20 34 IS BY CASE OEM BY CASE OEM OT 1.1 120/1 le RSW07.043-OWM2024 AD C14 GLY 36 FT 3 DR6LD-VCT KYSOR WARREN MD Rear Load Dolrywl Doors 7.1 20 32 1.5 BY CASE OEM BY CASE OEM OT 1.8 12011 1.7 RS3026.042-OnV2024 A,D DOCUMENT DATE; 09/03/25 CIS GLY DX Circuit Desigrefion C16 GLY DX Circuit Designation C17 GLY DX Circuit Designation C18 GLV DX Circuit Deslgmton C16 GLY DX Circuit Deelgnatlon C17 GLV DX Circuit Designation C18 GLY DX Circuit Designation C19 GLY DX Circuit Deslgnetlon C20 GLY DX Circuit Deelgnatlon C21 GLV 28 FT 2 1 QGR3 VOP HILL PHOENIX Grab o'Go 35.2 20 32 21.0 BY CASE OEM BY CASE OEM OT 4.2 120/1 2.2 RS1069.65]-12I062023 B C.a, 28 FT 1 3 DX61_ KYSOR WARREN MD Deli w/Doors 8.7 20 34 2.0 8V CASE OEM 8V CASE OEM OT 1.0 12011 1.7 R5300].W12-OB1122024 A D C23 GLY 20 FT 2 1 IMXSGSVO I IMXEs-SVO HUSSMANN NO Ddi Island 28.7 20 32 12.0 BY CARE OEM BY CASE OEM OT is 12W1 as RS1077.542-11112/20M 1 RS1078.5 42-11112/2024 C,D System Heat Gain 24.5 Total Load M8H: 142.5 44.3 1 GI oI Tdal Flow GPM General Notes: 1.Refrigeration OEM:RAE Corporation 2.The scheduled data for existing to remain components,circuit loads,and electrical condgions are reproduced from original design documents and may not reflect exact as-built conditions. 3.MTB GLY is a Secondary Glycol System,heal is rejected by MTB CONN:1 and MTB CONN:2.Refer to"EXISTING SYSTEM-RACK MTB(DX)"for additional information. 4.MTB GLY is a new system. Notes: A.Circuit shall be connected vie Top-Fed piping. B.Circuit shall be connected is Bottom-Fed piping. C.Circuit shall be connected via Bottom-Fed piping muted through partition. D.New glycol case(s),replaced DX cases. E.New glycol evaporatorl replaced DX Evaporators. �G?•Mp. w '4r 41�7re4212° g�O AL 13las REFRIGERATION SCHEDULES EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET- DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF ^/1 r EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO KL FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. REFRIGERATION SYSTEM SCHEDULE NEW SYSTEM -CU-1 (TCO2) Secondary Refrigerant: Refrig.BAS: Novar Gas Cooler Type Air H/R Media Subrnoler Liquid Temps SG1 Comp RGTT DESIGN DBT 92 EXTERIOR DRY BULB(DS)°F: 92 Format: SC Store#: 03757 System Type: TranscriGcal CO2 Primary Refrigerant: R-744 System Elec: 460V 3Ph 60 Hz Flash Tank SaL Temp: H/R Use: SG7 Liq Temp°F: SG2 Comp RGT T DESIGN W B T: Based on 50 yr Extreme DB-ASHRAE Pub, 2021 ARCHITECT of RECORD: ERR ARCHITECTURE,INC Gas Cooler Leaving suns 0. r wvsxus 30 Proto Size: 150 City/State: Arington,WA Consultant: Hargis Engineers Estimated Refrigerant Charge _ Defrost Elec: 208V 60 Hz 1 or 3Ph Temp°F: _ H/RWater GPM: - SG2 Liq Temp°F: _ SG3 Comp RGT T. _ DESIGN INTERIOR DRY BU LB°F: 75 EXTERIOR WET BULBWB 69( )°F: ovssuxo Pwez,Ks ssxo4 PmtoCycla Date: 05/30/25 Date Prepared 9/3/2025 Prepared by: Wyatt King Rack and Condenser(Ibs) Sys.Pilot Elec: Summer H/R Avail: H/R Glycol Type: SG3 Liq Temp°F: Evap.Superheat°F: DESIGN INTERIOR RH%: 55% Based on 0.4%Monthly Maz WS-ASHRAE Pub, 2021 Fwx.era-x.. ... Fixture and Field Piping(Ibs) Cond.Elec: Winter H/R Avail: H/R Glycol%: ASHRAE Design Conditions Weather Station:Arlington,WA(WMO:727945) ELEVATION fC 137 Climate Zone 4C CIRCUIT INFORMATION FIXTURE ELECTRICAL INFORMATION MISC INFORMATION Case Fixture Length/Quantity Walk-In Box Size LSHX Y or N? Evaporator Call Lights Anti-Sweat Drain Pan &Model# Coil XVI Sub-Circuk Load Circuit Evap. Walk-In Circuit Control Valves Defrost Defrost Healers Fans Amps Amps Amps CKT# FT/#of Doors 2Dr/4' 3Dr/6' 41). 511112' L W H Case/Coil Model Case/Coil Manuf. Application WI Evaps Distributor Nozzle MBH Load MBH SST Air Temp EPR LLSV Type Amps Voltage Amps Voltage 120v 120v 120v Equip Number Notes: cut TOM 20 13 10 KRD64E-220HAK KRACK 112 OGP Freezer - SER - 16.E -16 -6 - EvUL3 EL 17A 20813 3.6 20&1 - - H w w rc SG#1Totel Lo.tl MBH: 16.E -20 S.-so Secdon Tem.'F N g y w w w w° General Notes: W o CiFpSvz;r 1.Owners designated refrigeration equipment manufacturer:Carrier;RCU.Hussman for evaporetars and ship loose valves and parts. Ile � 3;a 6 °1a3 Notes: y jo¢e A.Circuit shall be connected via Top-Fed piping. � ¢o o w B.Circuit shall be connected is Bottom piping. z_'°"; e$y 3 o€a 6 C-Circuit shall be connected via Bottom-Fed muted through partition for coffin Cases. g ¢O u °H w D_Naw calls),EPR and LLS valves. piping row g pa F o0. a E.Case(s)removed from lineup,existing to remain EPR valve,and new LLS valve. F_New/replaced case(s). G.New Evaporators(s),Expansion Valve,Distdbulor Nozzle,EPR and LLS valves. H.New Evaporatom(s),expansion valve(s),and LLS valves. I.Case(s)replaced and moved to new secondary skid, J.Evapomlods)replaced and moved to new secondary skid, K.New primary refrigerant connection to new secondary skid. L.Calls)or Evapomtoda)replaced and moved to new TCO2 rack. M.Casale)or Evaporators)relocated to or from existing rack. Z H \Z »� 2 �. REFRIGERATION SYSTEM SCHEDULE Z xw O U NEW SYSTEM -CU-2 (TCO2) Secondary Refrigerant: Refog.BAS Novar Gas Cooler Type H/R Media Subrxwler Liquid Temps SG7 Comp RGTT DESIGN DB°F 92 EXTERIOR DRY BULB(DS)°F: 92 so Format: SC Store#: 03757 System Type: Transcotical CO2 Primary Refrigerant: R-744 System Elec. 460V 3Ph 60 Hz Flash Tank Sat.Temp: _ H/R Use: - SG1 Liq Temp°F: _ SG2 Comp RGT°F: _ DESIGN W B T: - Based on 50 yr Extreme DB-ASHRAE Pub, 2021 Gas Cooler Leaving. %0� Proto Size: 150 City/State: ArRefrigerantn,WA Consultant: Hargis Engineers Estimated Refrigerant Charge _ Defrost Elec: 208V 60 Hz1or 3Ph Temp°F: _ H/R Water GPM: - SG2 Liq Temp°F: _ SG3 Comp RGT°F: _ DESIGN INTERIOR DRY BULB°F: 75 EXTERIOR WET BULB(WB)°F: 69 N W ProtoCycle Date: 05/30/25 Dale Prepared 9/3/2025 Prepared by: Wyatt King Rack and Condenser(Ibs) - Sys.Pilot Elec: Summer H/R Avail: - H/R Glycol Type: _ SG3 Liq Temp°F: _ Evap.Superheat°F: _ DESIGN INTERIOR RH% 55% Based on 0.4%Monthly Maz WB-ASHRAE Pub.: 2021 SS > Fixture and Field Piping(Ibs) - Cond.Elec: -- Winter H/R Avail: - H/R Glycol%: - ASHRAE Design Conditions Weather Station:Arlington,WA(WMO:727945) ELEVATION IT 137 Climate Zone 4C �ZC O CIRCUIT INFORMATION FIXTURE ELECTRICAL INFORMATION MISC INFORMATION �J OF 0 O Case F&ture Length/Quantity Walk-In Box Size LSHX V or N? Evaporator Case) Lights Anti-Sweat Drain Pan �7 L(D I_ W &Model# Coil XV/ Sub-CimuR Load Circuit Evap. Walk-In Circuit Control Valves Defrost Defrost Healers Fans Amps Amps Amps I(g O J� CKT# FT/#of Doors 2Dr/4' 3Dr/6' 4Or/8' 5GOT L W H Case/Coil Model Case/Coil Manuf. Application WI Evaps Distributor Nozzle MBH Load MBH SST Air Temp EPR LLSV Type Amps Voltage Amps Voltage 12W 12W 120v Equip Number Notes: �� 0,0 u, C.TCO2 18 13 10 KRD64E-220HAK KRACK 112 OGP Freezer - SER - les -20 -to - "UL3 EL 17.4 20813 3.6 208/1 - - H '^ a0 v SG#1Tota1 Load MBH: 16.6 -23 Saturated.0,,Tem.°F v Z Z xD LU General Notes: IX 1.Owners designated refrigeration equipment manufacturer:Carrier:RCU.Hussman for evaporators and ship loose valves and parts. 0 Q J � Notes: zV A.Circuit shall be cennectetl via Top-Fed piping. r B.Circuit shall be connected via Botlom-Fed piping. C.Circuit shall be connected via Bottom-Fed piping routed through partition for coffin cases. 0 W D_New cases,EPR and LLS valves. 7 E.Case(s)removed from lineup,existing to remain EPR valve,and new LLS valve. m F_New/replacetl case(s). O G.New Evaporators(s),Expansion Valve,Distributor Nozzle,EPR and LLS valves. H.New Evaporatom(s),expansion valve(s),and LLS valves. Case(s) rapt ced and moved to new Secondary skid, ISSUE BLOCK J.Evaporator(sI replaced and moved to new secondary skid, K.New primary refrigerant connection to new secondary skid. L.Calls)or Evaporators)replaced and moved to new TCO2 rack. M.Cases or Eva rato s relocated to or from existing mck. REFRIGERATION SYSTEM SCHEDULE NEWSYSTEM -CU-3 TCO2 Secondary Refrigerant: Refrig.BAS: Novar Gas Cooler Type: Air H/R Media Subcooler Liquid Temps SG7 Comp RGT°F DESIGN DB°F 92 EXTERIOR DRY BULB(DB)°F 92 Format: SC Store#: 03757 System Type: Transcritical CO2 Primary Refrigerant: R-744 System Elec: 460V 3Ph 60 Hz Flash Tank Sat Temp: H/R Use: SG1 Liq Temp°F: SG2 Comp RGT°F: DESIGN WE°F: Based on 5 yr Extreme DB-ASHRAE Pub.: 2021 Gas Cooler Leaving. Proto Size: 150 City/State: Arington,WA Consultant: Hargis Engineers Estimated Refrigerant Charge Defrost Elec: 208V 60 Hz 1 or 3Ph Temp°F: H/RWater GPM: SG2 Liq Temp°F: SG3 Comp RGT°F: DESIGN INTERIOR DRY BULB°F: 75 EXTERIOR WET BULB(WB)°F: 69 ProtoCycle Date: 05/30/25 Date Prepared 9/3/2025 Prepared by: Wyatt King Rack and Condenser(Ibs) Sys.Pilot El- Summer H/R Avail: H/R Glycol Type: SG3 Liq Temp°F: Evap.Superheat°F: DESIGN INTERIOR RH%: 55% Based on 0.4%Monthly Maz WS-ASHRAE Pub, 2021 Fixture and Field Piping(Ibs) Cond.Elec: Winter H/R Avail: H/R Glycol%: ASHRAE Design Conditions Weather Station:Arington,WA(WMO:727945) ELEVATION IT 137 Climate Zone 4C CIRCUIT INFORMATION FIXTURE ELECTRICAL INFORMATION MISC INFORMATION Case Fixture Length/Quantity Walk-In Box Size LSHX Y or N? Evaporator Case/ Lights Anti-Sweat Drain Pan CHECKED BY: EJM &Model# Coil XV/ Sub-CimuR Load Circuit Evap. Walk-In Circuit Control Valves Defrost Defrost Heaters Fans Amps Amps Amps CKT# FT Nor Doors 2 Dr/4' 3 D06' 4 DrI& 5 Dr/12' L W H Case/Coil Model CaselCoil Manut. Application WI Evaps Distributor Nozzle MBH Load MBH SST Air Temp EPR LLSV Type Amps Voltage Amps Vollage 120v 12W 120v Equip Number Notes: DRAWN BY: WMK CU3 TCO2 Se 13 10 OGP Cooler 20.a 24 34 EVUL4 EL 20.E 20B11 3.o 2-1 H CU3.TCO2 36 13 10 GL360-135HDAA KRACK 112 OGP Cooler SER f0.5 24 34 EL 11A 1111 1.5 2.1 H PROTO CYCLE: 05/30/25 CU3b TCO2 36 13 10 GI.38U135HDAA KRACK 1/2 OGP Cooler SER 10.5 24 34 EL 10.4 20811 1.5 20&1 H DOCUMENT DATE: 09/03/25 EG#1Total Leatl MBH: 211.8 22 S-narsd Sao.o Tem.F General Notes: 1.Owners designated refrigeration equipment manufacturer:Cartier',RCU.Hussman,for evaporators and ship loose valves and parts. Notes: A.Circuit shall be connected via Top-Fed piping. B.Circuit shall be connected via Bottom-Fed piping. C.Circuit shall be connected via Botlom-Fed piping muted through partition for coffin cases. D.New case(s),EPR and LLS valves. E.Case(s)removed from lineup,existing to remain EPR valve,and new LLS valve. F.New/replaced case(s). G.New Evaporatom(s),Expansion Valve,Distdbulor Nozzle,EPR and LLS valves. H.New Evaporators(s),expansion velvets),and LLS valves. I.Case(s)replaced and moved to new secondary skid, J.Evaporatods)replaced and moved to new secondary skid, K.New primary refrigerant connection to new secondary skid. L.Calls)or Evaporators)replaced and moved to new TCO2 rack. M.Calls)or Evaporators)relocated to or from existing rack. FAN-COIL UNIT EQUIPMENT SCHEDULE TCO2 FAN-COIL UNITS FIXTURE ELECTRICAL DEFROST HEATERS FANS NOTES Evaporator Coil XV/ VOLTAGE/ VOLTAGE/ MARK COIL MODEL MANUFACTURER LSHX Distributor Nozzle EPR LLSV DEFROST TYPE AMPS PHASE AMPS PHASE CUl TCO2 KR64E-220CDAK KRACK SER EVIJU EL 174 MM 3.6 20611 A,g CU2TCO2 KRUE-220CDAK KRACK SER EVIJU EL 174 20613 3.6 Man q,g �G J-M CU3a TCO2 GL36D-135HDAA KRACK SER EL 104 2o611 1S 20611 A,g �( EVUL3 CU35 TCO2 GL36D-135HDAA KRACK _ SER - EL 10.4 ZOBl1 1.5 ZOBl1 q,g GENERAL NOTES: 1.ALL FAN-COIL UNITS AND ASSOCIATED VALVES ARE FURNISHED BY HUSSMANN. 41742 2,FAN-COIL UNITS SHALL BE FURNISHED WITH ALL ASSOCIATED ACCESSORIES AS OUTLINED IN THE 15690 EQUIPMENT SPECIFICATION. �g�OliAL-"- 3.AUTOFLOW BALANCING VALVE GPM MUST BE SPECIFIED WHEN ORDERING THE VALVE. +ITC NOTES: 9 A.REQUIRES RETURN LINE CHECK VALVE B.REQUIRES SERVICE ACCESS VALVE REFRIGERATION C.REQUIRES COIL DRAIN AND ISOLATION VALVE SCHEDULES EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET- DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF ^/1 aL!� EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO KL FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. PIPING SCHEDULE-RACK MTC(DX) REFRIGERANT TCO2 CONDENSING UNIT SCHEDULE MODIFIED COMPRESSOR SCHEDULE -EXISTING RACK DTB(SG#2)VERTICAL ESTIMATED . PIPE Existing Design Conditions: New Design CwdMons: General SIF ciflcatlons: DESIGNATION HORIZONTAL SUCTION SUCTION RISER LIQUID TOTAL NOTES: VOLTAGE/PH/ AS REQUIRED LENGTH MARK MAUFACTURER MODEL LOCATION REFRIGERANT SUCTION GROUP SST('F) MAXIMUM CAPACITY FRED SCCR MCA MOPD NOTES Required Load(M.H): 264.0 Required Loatl(MBH): 280.5 RefngeranL R401e 202C DX 1-SB M-318 ]B 50 A CU-1 TCO2 Career OC LT112 ROOF R]44 -20 19.2 460I3PH/60 Hz 10KA 15.3 20 A Available Compressor NRE(MEN): .'Ll Available Compressor NRE(MBH): 291.8 BAS Controller OEM: Nova, ARCHITECT OF RECORD: C15DX 14M 14M BB 30 A R]44 -22 19.2 48D I3PH/80 Hx tlKq 15.3 20 A BRA ARCHITECTURE,INC CU-2 TCO2 Career OC LT112 ROOF Suction Group Temperature LET: 17 Ruction Group Temperaiure('F): 16 C19 DX 1-iB TB 1B 30 F swvaxME C20 DX 1.1B 7I8 In ']0 A CU-3TCO2 Carney OC W67 ROOF R]44 22 26.1 0013PH/W Hz 10. 10.5 15 A OvaOuxp FART,Ka asxp4 EXISTING COMPRESSOR INFORMATION MTC CONN:1 24g8 1-SB,1.3B 2.1B 65 AB GENERAL NOTES: Compressor www.bnarcM1.cem MTB CONN:2 IM 1SI8,1318 65 AB Compressor Capacity%Of Minimum Venable Max Venable 1.ALL PRODUCTS ON THIS SCHEDULE ARE FURNISHED BY OWNER AND INSTALLED BY CONTRACTOR.REFER TO SPECIFICATIONS. Comp.P.Mon Model THR Capacity R Venable Capacity VFD Motlel No. Unboder OTY Unloads% Compressor ComDresso, HP RPM RU URA Notes - - Ganerel NMes: squired Exlstlng Fwx.aa3-xax-ap44 (MBH) Load Capacty(MBH) Capacity(MBH) 1.ESTIMATED TOTAL LENGTH IS FOR ONE DIRECTION;SUPPLY OR RETURN.THE TOTAL IS ONLY AN ESTIMATE AND ACTUAL LENGTH WILL VARY. 2.CONDENSING CAPACITIES ARE BASED ON NRE. 2.ALLEXISTINGPIPE SIZESARE BASED ON ORIGINAL REFRIGERATION LEGENDS, 3.CONDENSING UNIT SHALL BE FURNISED WITH A FACTORY INSTALLED DISCONNECT. 1 4C1145SL4SU - 60.8 23.0% YES AKD102-PlS-21 - 40 24.3 fi0.8 5.0 1750 12.7 6]EXISTING PIPE PIPE SEGEMENTS TO REMAIN UNLESS NOTED OTHERWISE. 4.CONDENSING UNIT CONTROLLER FACOTRV INSTALLED IN CONDENSING UNIT, 2 4CIMSSL U - ]2.9 27.6% - - 1 50 36S 72.9 6.0 1750 16.0 80 - I.LABEL ALL NEW PIPING PER SPEC SECTION 15fi00. 3 4C148PL-2NU - ]].8 29S% - - - - - - 6.0 1750 13.5 75 - 5."RISER SIZE IS SHOWN EVEN WHEREA RISER IS NOT EXPECTED.THIS IS FOR REFERENCE ONLYAND IS TO BE USED IN THE EVENTTHATA PIPING 5.REFER TO SUBMITTAL SHEETS FOR ADDITIONAL CONDENSING UNIT INFORMATION. CONFLICT CAUSES THE NEED FOR A RISER.IF RISER LENGTH EXCEEDS 4 FEET,IT MUST BE APPROVED BY ENGINEER OF RECORD, 6.EXTERNALLY LABEL PACKS WITH BLACK LETTERS.LOCATED LABEL SO IT IS READABLE FROM THE NEAREST ROOF ACCESS.REFER SPECIFICATIONS FOR LABEL TYPE AND SIZE. 4 4C1761PL-2NU - 94S 3SS% - - 1 50 47.5 90.9 SO 1750 16.6 9D - NOLea: - - - - - - - - - - - - - - - NOTES: w O A.NEW PIPE SEGMENT. O H� B.CONNECTIONITOSECONDARY SKID SERVED BY ONE SUCTION LINE AND ONE LIQUID LINE.CONNECT TO TWO LAM"LIQUID STUBS AT SKID. A.CONDENSING UNIT RATED FOR EO BAR. N g = t4FU ww CONNECTION 2 TO SECODARY SKID SERVED BY ONE SUCTION LINE AND NO LIQUID LINE. NEW COMPRESSOR INFORMATION W O C i�H y w H 3? C.PIPING TO BE REMOVED AFTER CIRCUIT HAS BEEN CONVERTED TO SECONDARY. Compressor Ile a¢a D.PIPING TO CONNECT TO EXISTING RACK HEADER,REFER TO REFRIGERATION PLANS AND DETAILS FOR ADDITIONAL INFORMATION. GLYCOL PHASING SCHEDULE-RACK DTB Comp.PmIton Model THR Comp,esw,NRE RaCop gong Venable Cepaclty VFD Model No. Unbader OTY Unload,% Mi Compressorble Compressoe HP RPM RLA LRA Notes ge 1! Ogr4 om¢mr3m E.EXISITING PIPING SHOWN FOR REFERENCE.NEW PIPING CONNECTED TO EXISTING PIPING.REFER TO (MBH) Loatl Ca Ily(MBH) Capaclty(MEN) Z u�� jZd OQOa€puow REFRIGERATION.PLANS FOR ADDITONAL INFORMATION. SYSTEM CIRCUIT NUMBER CIRCUIT LOAD(MBH) APPLICATION CIRCUIT FLOWRATE(GPM) PHASE PHASE LOAD(MBH) PHASE FLOWRATE NOTES O a- O w� GPM 1 4Cll45SL4SU - 57.9 21.9% YES AKD102-P15KT4-P21 - 40 23.2 57.9 5.0 1750 12.7 67 H zw3 bo 3awx O F.NEW PIPING CONNECTED TO EXISTING PIPING.REFER TO REFRIGERATION PLANS FOR ADDITIONAL INFORMATION. Q 4w Q a j Zd w B01 GLY 35.3 MD Deli ISIa�Mer 13.0 2 4C1385SL-4SU - 69.4 26.3% - - 1 50 34.] 69.4 6.0 1]50 16.0 88 J �rqz Oe,.-m G.REDESIGNATED PIPING SEGEMENT.REFER TO REFRIGERATION PLANS FOR ADDITIONAL INFORMATION. 1 88.2 32.5 - - E p�H O w w O O p U 3 B02 GLY US MD Deli ISIa�Mer 19.5 a w e:.ow og H.PIPE STUB FOR FUTURE CONNECTION. MTB-GLY 3 4C148PL-2NU - ]4.1 28.1% - - - - - - 6.0 1]50 13.5 ]5 - F ]y O qFq O X N x w B03 GLY 16.5 MD Bakery 4.1 2 113.fi 36.6 AB 4 4C1761PL-2NU - 90.4 34.2% - - 1 50 45.2 90.4 8.0 1750 16.6 90 - 8S Sy-,,Heat Gain - 5 - - - - - - - - - - PIPING SCHEDULE-MTC GLY(GLYCOL) Total Load: 113.6 Total Flow: 36.6 6 SUPPLY AND RETURN GENERAL NOTES: GENERAL NOTES: qQ PIPE GPM ESTIMATED TOTAL LENGTH NOTES: 1PHASING SCHEDULE SHOWN IS RECOMMENDED BASED ON WALMART ELECTED EQUIPMENT MINIMUM STARTUP CONDITIONS OF 55 MBH AND 20 GPM.SKID CAN ONLY OPERATE AT THESE STARTUP CONDITIONS FOR NO LONGER DESIGNATION SIZE 1.COMPRESSSOR MODIFICATIONS COORDINATED WITH HUSSMANN. _ HORIZONTAL VERTICAL THAN]DAYS BEFORE OEM REQUIRED EQUIPMENT SUSTAINED OPERATING CONDITIONS MUST BE MET.OEM REQUIRED EQUIPMENT SUSTAINED OPERATING CONDITIONS ARE IO]MBH AND S3 GPM. ,^ z 2.REFRIGERATIONCONTRACTOR TO CONFIRM PHASING WITH WALMART MECHANICAL CONSTRUCTION MANAGER PRIOR TO CONSTRUCTION START. NOTES: 1C Ga, ..3 4 10 5 Vw �3 V - 1.1CGLV 35.0 3 ,80 0 _ 3.PRE-PIPE ALL MAIN LOOPSAND CIRCUIT DROPS,FLUSH AND FILL USING U-BEND BYPASS LINES PER SPECIFICATION SECTION 15181,AND COMPLETE SKID START-UP PRIOR TO PHASING. A.NEW COMPRESSOR CAPACITY CONTROL METHOD ,w^e 1.11C GLV 0.0 1-12 5 0 A NOTES: B.REVISED COMPRESSOR CAPACITY CONTROL METHOD Z / 1.2C GLY 35.0 3 40 0 - A.PHASE LOAD INCLUDES PREVIOUS PHASES LOAD. C.REVISED COMPRESSOR MODEL NUMBER H 2 -. C21 GLV 21.0 2 40 20 - B.PHASE FLOWRATE INCLUDES PREVIOUS PHASES FLOWRATE. UJUI 2w 1.SC GLV 14.0 Ill 40 0 D.NEWLY ADDED COMPRESSOR MODEL Z C22 GLV 2.0 3l4 35 15 E.RECOMSSION VALVED OFF COMPRESSOR O 1.4C GI 12.0 Ill 10 0 U COMPRESSOR STAGING 20 12.2.0 1-1/1 ,C230 Y T 5 ° A GLYCOL PHASING SCHEDULE -RACK MTC C23 GLV 25 EXISTING COMPRESSOR STAGING NEW COMPRESSOR STAGING U 1.01C GLV 3.0 2-12 30 0 - O SYSTEM CIRCUIT NUMBER CIRCUIT LOAD(MBH) APPLICATION CIRCUIT FLOWRATE(GPM) PHASE PHASE LOAD(MBH) PHASE FLOW RATE NOTES Compressor Staging Compressore Poations On Step%Relativeb Required HIRE Compressor Staging Compresaore Positions On Step%Relativeto Notes 1.011C GLV 0.0 2-1rz 5 0 A GPM CaDacily Capacity Requiretl CepacBy COB GLY 2.0 314 10 15 - C21 GLV 35.2 Greb n'0. 21.0 (MBH) (MBH) 1.02C GLV 1.0 3l4 25 0 - 1 63.9 S3.0 - Step 1 - - - Step 1 1,2U 92.6 M% A O O N C23 GLV 28.7 MD Deli Island 12.0 N -1.GI0.0 3/4 5 0 A Step2 - - - Step2 1,2 12T.3 inA Cp C.GI1.0 1. 10 15 - C.GLY 8.] MD Deli w/D. 2.0 2 72.6 3SO AB O O 1. Step 3 - - - Step 3 1,R 4U 172.5 16% A Q 1.03C GLY 6.4 1 85 0 - C.GLY 9.6 MD Beer 2.0 3 82.2 37.0 A B > C11 GLV 0.8 la 20 15 - Step4 - - - S[ePd 1,2,4 21].] 18% A >O C.GLY 5.0 MD Dairywl Doere 1.0 4 8].2 38.0 A B C12 GI2.3 3l4 40 15 - MTC-GLY Step5 - - - Step5 1,2U,3,4 25].1 14% A ..Zp Q ,.04C GI3.3 1 60 15 - C12 GLY 11.2 MD Deli w/D. 2.3 Q- F Step6 - - - Step6 1,2,3,4 291.8 12% A z F K C13 GLY 1.8 314 30 0 - C13 GLY 8.] MD Deli w/D. 1.8 5 9S4 43.6 A,B (,�C14 GLV 1.5 314 M 0 - Step] - - - Step] - - - - O Z In 0_ Cid GLY 7.1 MD Dairywl Doe. 1.5 O J Generel Notes: StepB - - - StepB - - - 1 �0 N 1.PIPE MAINS INCLUDE ADDITIONAL CAPACITY FOR FUTURE CONNECTED LOADS. Cll GLY 3.8 MD Deli w/Ooore 0.8 r fi 92.2 kVALUEI qB S.p1 - - - I,p9 O V 2.ESTIMATED TOTAL LENGTH IS FOR ONE DIRECTION;SUPPLY OR RETURN.THE TOTAL IS ONLY AN ESTIMATE AND ACTUAL LENGTH WILL VARY. - Z4.5 System Heat Gein - (D LL Z 3,LABEL ALL NEW PIPING PER SPEC SECTION 15181. ToOl Load: 142.5 Total Flow. d4.3 Step 10 - - - Slep 10 - - - - �Z ll. GoA.CAPPED PIPE STUB FOR FUTURE USE. GENERAL o NOTES: Step 12 - - - Slap 12 - - - - F L o 1.PHASING SCHEDULE SHOWN IS RECOMMENDED BASED ON WALMART ELECTED EQUIPMENT MINIMUM STARTUP CONDITIONS OF 55 MBH AND 20 GPM.SKID CAN ONLY OPERATE AT THESE STARTUP CONDITIONS FOR NO LONGER J �� Z THAN]DAYS BEFORE OEM REQUIRED EQUIPMENT SUSTAINED OPERATING CONDITIONS MUST BE MET.OEM REQUIRED EQUIPMENT SUSTAINED OPERATING CONDITIONS ARE IO]MBH AND 32 GPM. Step 13 � f` PIPING SCHEDULE-CU-1 (TCO2) 2.REFRIGERATION CONTRACTOR TO CONFIRM PHASING WITH WALMART MECHANICAL CONSTRUCTION MANAGER PRIOR TO CONSTRUCTION START. GENERAL NOTES: VERTICAL ESTIMATED 3.pRE-PIPEALLMAIN LOOPSANDCIRCUA DROPS,FLUSH AND FILL USING U-BEND BYPASS LINES PER SPECIFICATION SECTION 15181,AND COMPLETE SKID START-UP PRIOR TO PHASING. 1.REFRIGERATION CONTRACTOR TO COORDINATE STAGING PROGRAM CHANGES WITH NOV-AFTER ALL MODIFICATIONS ARE COMPLETE. w Q PIPE III HORIZONTAL SUCTION SUCTION RISER LIQUID TOTAL NOTES: NOTES: DESIGNATION NOTES AS REQUIRED LENGTH A.PHASE LOAD INCLUDES PREVIOUS PHASES LOAD. z CUi TCO2 1B 318 3B T5 A A.CONTROLLED BY VFD.VARIABLE CAPACITY OF 12%RELATIVE TO REQUIRED CAPACITY.TOP END SHOWN IN RELATIVE PERCENT STEP. Z B.PHASE FLOWRATE INCLUDES PREVIOUS PHASES FLOWRATE. 0] Generel Noiea: O 1.ESTIMATED TOTAL LENGTH IS FOR ONE DIRECTION;SUPPLY OR RETURN.THE TOTAL IS ONLY AN ESTIMATE AND ACTUAL LENGTH WILL VARY. T.EXISTI STINGPIPE EGEMES ARE NTSTO ABEI REMAIN ORIGINALNOTED OTHERWISE.EGE"OB, REFRIGERANT CHARGE SCHEDULE MODIFIED COMPRESSOR SCHEDULE -EXISTING RACK MTC 3.EXISTING PIPE SEGEMENTS TO REMAIN UNLESS NOTED OTHERWISE. ISSUE BLOCK 4.LABEL ALL NEW PIPING PER SPEC SECTION 156YT Existing Design Conditions: New Desgn Condniona: General Spe motions: 5."RISER SIZE IS SHOWN EVEN WHEREA RISER IS NOT EXPECTED.THIS IS FOR REFERENCE ONLYAND IS TO BE USED IN THE EVENTTHATA PIPING CONFLICT CAUSES THE NEED FOR A RISER.IF RISER LENGTH EXCEEDS 4 FEET,IT MUST BE APPROVED BY ENGINEER OF RECORD. ESTIMATED Requi,d Load(MBH): SBfi.S Required L.oad(MBH): SHS R gerenb 1-7a UNITOF EXISTING ESTIMATED EXISTING ESTIMATED EXISTING NEW NEW TOTAL B. 516.5 BITS Controller OEM: Navar Notes: EQUIPMENT MEASURE(LBS REFRIGERANT TOTAL EXISTING REFRIGERANTAMOUNT REFRIGERANT REFRIGERANT REFRIGERANT ESTIMATED Available Compressor Capa y(MBH): A 11-Compress,Cep,fty(MBH): I NEW PIPE SEGMENT. MARK TYPE OR GAL) TYPE REFRIGERANT CHARGE REMOVED AMOUNTADDED TYPE TYPEADDED NEWCHARGE NOTES Suction Group Tamperebre(•F): 21 Suction Group Temperature('F): 17 B.CONNECTION I TO SECONDARY SKID SERVED BY ONE SUCTION LINE AND ONE LIQUID LINE.CONNECT TO TWO-LIQUID STUBS AT SKID. DTB DX RACK LES R407a S. ]5.1 - - - 7S4S C CONNECTION 2 TO SECODARY SKID SERVED BY ONE SUCTION LINE AND NO LIQUID LINE. EXISTING COMPRESSOR INFORMATION MTB GLV SKID GAL - - - - 35%GLY I 139.5 B,E Compressor C.PIPING TO BE CONNECT TO AFTER EASTINIRCUITACK HAS EADER,CONVERTEDRI SECONDARY. ]90 IU.3 83].] C ComP,assor Capacity%of Minimum Venable Max Venable D.PIPING TO CONNECT TO EXISTING RACK HEADER,REFER TO REFRIGERATION PLANS AND DETAILS FOR ADDITIONAL INFORMATION, MTC DX RACK LBS R40]a - - - Comp.PosBion Model THR Capacity Required Existing Variable Capacity VFDM1 No Unbatler OTV Unlcatler% Compressor Compressor HP RPM RU LRA Nate. E.EXISITING PIPING SHOWN FOR REFERENCE.NEW PIPING CONNECTED TO EXISITNG PIPING.REFER TO MTC GLY SKID GAL - - - 35%G1 MA 252.4 B,E (MBH) Loatl Cap-y(MBH) Cepaclty(MBH) REFRIGERATION.PLANS FOR ADDITIONAL INFORMATION. CUi TCO2 RCU LBS _ R]49 12.5 12.5 B,E 1 4C1480PH-2NU - 8].] 15.0% YES AKD102-P22KT4P21 - 45 39.5 8].] 10.0 1750 18.6 111 - - - F.NEW PIPING CONNECTED TO EXISTING PIPING.REFER TO REFRIGERATION PLANS FOR ADDITIONAL INFORMATION. G.REDESIGNATED PIPING SEGEMENT.REFER TO REFRIGERATION PLANS FOR ADDITIONAL INFORMATION. Ca TCO2 RCU LBS - - - R]49 11.9 IIS B,E 2 4C2061PH-2U - 124.2 21.2% - - 1 50 62.1 124.2 15.0 1760 26.7 147 - CLIGM02 RCU LBS - - - R]d4 17.0 17.0 B,E 3 4HEABY - 191.1 32.6% - - - - - - 18.0 1760 36.7 176 - PIPING SCHEDULE-CU-2(TCO2) GENERA NOTES: 4 4GE-23V 223.0 38.0% 50 5 223.0 23.0 50 43.9 8 VERTICAL ESTIMATED 1.RECOVERY OF CFC,HCFC.MOTOR NEC REFRIGERANTS SHALL BE DONE IN ACCORDANCE SPEC 15600 AND EPA REQUIREMENTS. 5 - - - - - - - - - PIPE DESIGNATION HORIZONTAL SUCTION SUCTION RISER LIQUID TOTAL NOTES: 2.RECOVER ALL CFC,HCFC,AND/OR NEC REFRIGERANTS FROM THE EXISTING SYSTEM WHEN TOTAL SYSTEM CHARGE HAS BEEN REDUCED DUE TO REMOVED PIPING,COMPONENTS AND/OR EQUIPMENT. AS REQUIRED LENGTH 3.CAREFULLY DOCUMENT AND REPORT THE ACTUAL AMOUNTS OF REFRIGERANTS(CFC,HCFC,HFC,CO2,AND/OR GLYCOL)ADDED IN ACCORDANCE SPEC 1%00. NEW COMPRESSOR INFORMATION CU2 TCO, ill L8 3B 55 A 6.CAREFULLY DOCUMENT AND REPORT THE ACUTAL AMOUNTS OF REFRIGERANTS REMOVED(CFC,HCFC,HFC,CM,AND/OR GLYCOL)AND/OR RECOVERED IN ACCORDANCE WITH SPEC 1ES00. Compressor Generel Notes: CompNsso, Capacity%Of Mlnlmum Venable Max Vana"e 1.ESTIMATED TOTAL LENGTH IS FOR ONE DIRECTION;SUPPLY OR RETURN.THE TOTAL IS ONLY AN ESTIMATE AND ACTUAL LENGTH WILL VARY. S.ESTIMATED REMOVAL AMOUNTS ABOVE SHOULD BE USED WHEN COORDINATING DELIEVERY OF RECOVERY CYLINDERS FROM UNITED REFRIGERATION FOR CFC,HCFC,AND NEC REFRIGERANTS PER 15600 Comp.PoaMon Model THR Capacity Requlred Existing Variable Capacity VFD Model No. Unbatler QTY Unloatler% Compressor Compressor HP RPM RLA LRA No[ea (MBH) Load Capacity(MBH) Capacity(MBH) 3.ALLEXISTINGPIPE SEESARE BASED ON ORIGINAL REFRIGERATION LEGENDS, 6.CONTRACTOR RESPONSIBLE FOR TAGGING AND COORDINATING RETURN OF FULL,PARTIAL,AND/OR EMPTY RECOVERY CLYINDERS TO NATIONAL REFRIGERANTS PER SPEC 156M. CHECKED BY: EJM 3.EXISTING PIPE SEGEMENTS TO REMAIN UNLESS NOTED OTHERWISE. 1 4C1480PH-2NU - 72.1 12.3% YES AKD102-PT2KT4F21 - 45 32A 72.1 1 1750 ,B.6 1„ - NOTES: 4.LABEL ALL NEW PIPING PER SPEC SECTION 15600, 2 4C206]PH-2U - 102.1 17.4% - - 1 SD 51.0 102.1 15.0 1]50 2 u] - DRAWN BY: WMK 5.H SER SIZE IS SHOWN EVEN WHEREA RISER IS NOT EXPECTED.THIS IS FOR REFERENCE ONLYAND IS TO BE USED IN THE EVENTTHATA PIPING A.SYSTEM REFRIGERANT TYPE RETROFITTED. CONFLICT CAUSES THE NEED FOR A RISER.IF RISER LENGTH EXCEEDS 4 FEET,IT MUST BE APPROVED BY ENGINEER OF RECORD. B.NEW SYSTEM REFRIGERANT CHARGE. 3 4HE-iBY - 15].1 28.8% - - - - - - iB.O 1]50 38.] n6 - PROTO CYCLE: 05/30/25 NMes: 4 4GE-23V - 183.3 31.2% - - 1 50 91.6 183.3 23.0 1]50 43.9 A NEW PIPE SEGMENT. 5 - - 1]e C.SYSTEM REFRIGERANT CHARGE DECREASED. DOCUMENT DATE; 09/03/25 . - - - - - - - - - - - - - B.CONNECTION 1 TO SECONDARY SKID SERVED BY ONE SUCTION LINE AND ONE LIQUID LINE.CONNECT TO TWO V8'LIQUID STUBS AT SKID. D.SYSTEM REFRIGERANT CHARGE INCREASED. g - - - - - - - - - - - CONNECTION 2 TO SECODARY SKID SERVED BY ONE SUCTION LINE AND NO LIQUID LINE. E.REFRIGERANT PROVIDED BY REFRIGERATION CONTRACTOR. C.PIPING TO BE REMOVED AFTER CIRCUIT HAS BEEN CONVERTED TO SECONDARY. GENERAL NOTES: D.PIPING TO CONNECT TO EXISTING RACK HEADER,REFER TO REFRIGERATION PLAN F.REFRIGERANT FURNISHED BY WALMART AND INSTALLED BY REFRIGERATION CONTRACTOR.S AND DETAILS FOR ADDITIONAL INFORMATION. 1.COMPRESSSOR MODIFICATIONS COORDINATED WITH HUSSMANN. E.EXISITING PIPING SHOWN FOR REFERENCE.NEW PIPING CONNECTED TO EXISITNG PIPING.REFER TO NOTES: REFRIGERATION.PLANS FOR ADDITONAL INFORMATION. F.NEW PIPING CONNECTED TO EXISTING PIPING.REFER TO REFRIGERATION PLANS FOR ADDITIONAL INFORMATION. PIPING SCHEDULE-RACK MTB(DX) A.NEW COMPRESSOR CAPACITY CONTROL METHOD G.REDESIGNATED PIPING SEGEMENT.REFER TO REFRIGERATION PLANS FOR ADDITIONAL INFORMATION. VERTICAL ESTIMATED B.REVISED COMPRESSOR CAPACITY CONTROL METHOD PIPE HORIZONTAL SUCTION SUCTION RISER LIQUID TOTAL NOTES: DESIGNATION C.REVISED COMPRESSOR MODEL NUMBER PIPING SCHEDULE-CU-3(TCO2) B6 DX 2d6 AS EQUIR D e LENGTH F D.NEWLY ADDED COMPRESSOR MODEL VERTICAL ESTIMATED MITI CONN:1 IlM 14i18,13B 1-SB TO AB E.RECOMSSION VALVED OFF COMPRESSOR PIPE HORIZONTAL SUCTION SUCTION RISER LIQUID TOTAL NOTES: DESIGNATION MITI CONN:2 2-iB t408,1318 TO AB COMPRESSOR STAGING AS REQUIRED LENGTH General Notes: CU3TCO2 318 L8 US 30 A EXISTING COMPRESSOR STAGING NEW COMPRESSOR STAGING 1.ESTIMATED TOTAL LENGTH IS FOR ONE DIRECTION;SUPPLY OR RETURN.THE TOTAL IS ONLY AN ESTIMATE AND ACTUAL LENGTH WILL VARY. CU3a TCO2 3B 318 3B 15 A 2.ALL EXISTING PIPE SIZES ARE BASED ON ORIGINAL REFRIGERATION LEGENDS. Step%Relative To CU3b TCO2 318 918 3B 15 A 3.EXISTING PIPE SEGEMENTS TO REMAIN UNLESS NOTED OTHERWISE. Compressor Staging Compressors Positions On C.P Ity Step%R&ative to Requlred NRE Compressor Staging Compressors Positions On Cepaclty Required Capacty Noias (MBH) (MBH) Generel Notes: 6.LABEL ALL NEW PIPING PER SPEC SECTION 15fi00. 1.ESTIMATED TOTAL LENGTH IS FOR ONE DIRECTION;SUPPLY OR RETURN.THE TOTAL IS ONLY AN ESTIMATE AND ACTUAL LENGTH W ILL VARY. Step 1 - - - Sbp 1 1.2 123.1 25% A 5.H215ER SIZE IS SHOWN EVEN WHERE A RISER IS NOT EXPECTED.THIS IS FOR REFERENCE ONLYAND ISM BE USED IN THE EVENT THATAPIPING 2.ALL1I1TINGPIPE SIZESAWIIEDONORIGINALREFRIGEPATIONLEGENDS, CONFLICT CAUSES THE NEED FOR A RISER.IF RISER LENGTH EXCEEDS 4 FEET,IT MUST BE APPROVED BY ENGINEER OF RECORD. Step2 - - - s I,2 1,2U,40 214.8 18% A 3.EXISTING PIPE SEGEMENTS TO REMAIN UNLESS NOTED OTHERWISE. Notes: Stap3 - - - sby3 1,Z4U 265.8 10% A d.LABEL ALL NEW PIPING PER SPEC SECTION 15600. A.NEW PIPE SEGMENT. 5.HISERSEE IS SHOWN EVEN WHEREA RISER IS NOT EXPECTED.THIS IS FOR REFERENCE ONLYAND IS TO BE USED IN THE EVENTTHATA PIPING Sfepd - - - Sbpd 1,2,4 35].5 18% A B.CONNECTION 1 TO SECONDARY SKID SERVED 8V ONE SUCTION LINE AND ONE LIQUID LINE.CONNECT TO TWO LIQUID STUBS AT SKID. CONFLICT CAUSES THE NEED FOR A RISER.IF RISER LENGTH EXCEEDS 4 FEET,IT MUST BE APPROVED BY ENGINEER OF RECORD. CONNECTION 2 TO SECODARY SKID SERVED BY ONE SUCTION LINE AND NO LIQUID LINE. StapS - - - B PS 1,2,3,4U 422.9 13% A Note.: C.PIPING TO BE REMOVED AFTER CIRCUIT HAS BEEN CONVERTED TO SECONDARY. Stapfi - - - s I,6 1,2,3,4 514.5 18% A A.NEW PIPE SEGMENT. D.PI PING TO CONNECT TO EXISTING RACK HEADER,REFER TO REFRIGERATION PLANS AND DETAILS FOR ADDITIONAL INFORMATION. Step] s I,] B.CONNECTION 1 TO SECONDARY SKID SERVED BY ONE SUCTION LINE AND ONE LIQUID LINE.CONNECT TO TWO]B'LIQUID STUBS AT SKID. E.EXISITING PIPING SHOWN FOR REFERENCE,NEW PIPING CONNECTED TO EXISTING PIPING.REFER TO CONNECTION 2 TO SECODARY SKID SERVED BY ONE SUCTION LINE AND NO LIQUID LINE. REFRIGERATION.PLANS FOR ADDITONAL INFORMATION. S.PS - - - s pa - - - - C.PIPING TO BE REMOVED AFTER CIRCUIT HAS BEEN CONVERTED TO SECONDARY. F.NEW PIPING CONNECTED TO EXISTING PIPING.REFER TO REFRIGERATION PLANS FOR ADDITIONAL INFORMATION. Stap9 - - - s p9 - - -D.PIPING TO CONNECT TO EXISTING RACK HEADER,REFER TO REFRIGERATION PLANS AND DETAILS FOR ADDITIONAL INFORMATION. G.REDESIGNATED PIPING SEGEMENT.REFER TO REFRIGERATION PLANS FOR ADDITIONAL INFORMATION. Step 10 H.PIPE STUB FOR FUTURE CONNECTION E.EXISITING PIPING SHOWN FOR REFERENCE.NEW PIPING CONNECTED TO EXISITNG PIPING.REFER TO Step 10 - - - - - - - . REFRIGERATION.PLANS FOR ADDITONAL INFORMATION. Step 11 - - - Slap 11 - - - - ,�`C,J•M� F.NEW PIPING CONNECTED TO EXISTING PIPING.REFER TO REFRIGERATION PLANS FOR ADDITIONAL INFORMATION. step IE - - - - Step 12 - - -G.REDESIGNATED PIPING SEGEMENT.REFER TO REFRIGERATION PLANS FOR ADDITIONAL INFORMATION. PIPING SCHEDULE-MTB GLY(GLYCOL) Step 13 - - - - Slepl3 GENERAL NOTES: PIPE GPM SUPPLY AND RETURN , RAM U 41742 ESTIMATED TOTAL LENGTH NOTES: REFRIGERATION CONTRACTOR TO COORDINATE STAGING PROG CHANGES WITH NOVAR AFTER ALL MODIFICATIONS ARE COMPLETE. DESIGNATION SIZE NOTES: g�OliAL HORIZONTAL VERTICAL ,B GLY 36.6 4 10 5 A.CONTROLLED BY PWM.VARIABLE CAPACITY OF S%RELATIVE TO REQUIRED CAPACITY.TOP END SHOWNIN RELATVE PERCENT STEP. 3.75�E 1.01E GLY 0.0 4 5 0 A 1 3 9 1.IS OILY 36.6 3 25 0 1.11E GLY MS 2-112 25 15 BSI,GLY t-1IT 26 0 REFRIGERATION BS02 GLY 18.5 1-112 40 0 1.2B GLV 4.1 2 35 0 SCHEDULES BIG GI I., 1 80 0 1.SB GLY 0.0 2 5 0 A Generel Notes: 1.PIPE MAINS INCLUDE ADDITIONAL CAPACITY FOR FUTURE CONNECTED LOADS, 2.ESTIMATED TOTAL LENGTH IS FOR ONE DIRECTION;SUPPLY OR RETURN.THE TOTAL IS ONLY AN ESTIMATE AND ACTUAL LENGTH WILL VARY. 3.LABEL ALL NEW PIPING PER SPEC SECTION 15181. Notes: EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING A.CAPPED PIPE STUB FOR FUTURE USE. ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET' DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF ^/1 a EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO KL 3 FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. REF SUCTION LINE REF LIQUID LINE INSULATION(TYP) TCO2 SUCTION LINE -__, TCO2 LIQUID LINE INSULATION(TYP) 4, ARCHITECT. RECORD: ERR ARCHITECTURE,INC O SECURE ALL VERTICAL INVERTED O m (� o e x 262 90�s ssxoa REFRIGERATION PIPING TO SUCTION LINE O m O O UNISTRUT MOUNTED TO THE WALL TRAP AT TOP OF SUCTION N PIPING OR SECURED VIA HANGERS.REFER LINE RISER(TYP) REFER TO SPECIFICATION REFER TO SPECIFICATION TO SECTION 15600 FOR PIPE r SECTION 15600 FOR PIPE U VERTICAL REFRIGERATION LINE r SUPPORT DETAIL.(TYP) LABELLING REQUIREMENTS. U U LABELLING REQUIREMENTS. (TYP OF REF SUCTION AND D (TYP OF TCO2 SUCTION AND LIQUID PIPING) (n _ LIQUID PIPING) 15/8"x15/8" LL O GALVANIZED SUCTION LINE(TYP) UNISTRUT i U y .- ww gg P-1000,6'-0" INTERMEDIATE SUCTION LINE TRAP IN REFER TO UNISTRUT w ° °O= Frc w� Y MAXIMUM ON WALL,VOID SPACE,OR HIDDEN FROM PIPING SUPPORT DETAIL -' CENTERS VI EW.INTERMEDIATE TRAP SHOULD O ~_ 3~aap BE PLACED AT THE MIDPOINT OF ANY SUCTION LINE RISE WHICH EXCEEDS E� LIQUID Z �� "�O<° LINE(TYP) O �E o^moo`' wW 16 FEET OR PLACED AT THE HIGHEST DIRECT EXPANSION TRANSCRITICAL CO2 z EMU o�3 , #022 CUSH-A-CLAMP O POINT THAT IS HIDDEN FROM VIEW. g iQ2°'woo° FIRMLY CLAMPED TO HEIGHT OF TRAP INSTALLATION ON INSTALL VERTICAL PIPING AS O a PIPE(TYPICAL) RISER SHALL NOT EXCEED 12"IF COMPLETELY SELF-SUPPORTING r a o ~ orc3 INSTALLED ABOVE TOP OF MULTIDECK BEFORE CONNECTING TO OTHER w CASE. PIPING. OCONSTRUCT INTERMEDIATE SECONDARY SECONDARY OF1 SUCTION LINE TRAPS FROM REFER TO LINE RACKING BEHIND GLYCOL GLYCOL SECONDARY CO2 SECONDARY CO2 y §S PRE-MANUFACTURED TRAPS. REFRIGERATED CASES DETAIL RETURN LINE SUPPLY LINE INSULATION(TYP) RETURN LINE SUPPLY LINE INSULATION(TYP) - ZINC COATED BOLT (TYP) OR VERTICAL FACE PIPING — - REDUCE RISER SUPPORT DETAIL. I\E w 3 PIPE SIZE AFTER BASE TRAP r WALL OR SUCTION LINE TRAP N =W BUILDING AT THE BASE OF z z W U STRUCTURE THE RISER AT ALL POINTS WHERE REFER TO SPECIFICATION n w ELEVATION SECTION SUCTION LINES RISES. D r SEFERT0500FOR PIPE m SECTION 15181 FOR PIPE LABELLING REQUIREMENTS. LABELLING5600 FOR PIPE N U (TYP OF SECONDARY w REQUIREMENTS.(TYP OF LU cn GLYCOL SUPPLYAND (n RETURN PIPING) cz SECONDARY CO2 SUPPLY O VERTICAL FACE PIPING SUPPORT PIPING PRACTICES (DX) J AND RETURN PIPING) N 00 N N 8 NTS 07/07/17 NTS O O r �< TOP CHORD OF JOIST > U O O > Q 3 TOP BEAM ROOF 3" J > 2'C MAX CLAMP(TYP.) MAX U �Il Cl 7^O C O ` ^ K Z m a SECONDARY GLYCOL SECONDARY CO2 /Un O� J f fD 7 �o 7OF ADS MUST BE ` 0 m NG WITHIN 3" ZLU THREADED PIPE LABEL DETAIL (GENERIC) PANEL POINTS ROD TYP V NTS 07.29.22 J p O N BOTTOM RE BETWEEN REFRIGERATED CASES BETWEEN REFRIGERATED CASE AND WALL Q � SUCTION LINE TO RACK w INSUGUARD OR COOPER B-LINE SNAP N'SHIELD PIPE SADDLE t mSECURED TO UNISTRUT.MATCH REFRIGERATED O COLOR OF INSULATION.(TYP) INSULATION CASES WALL 1/2"RETAINING LIQUID LINE FROM RACK ISSUE BLOCK NUT,AND 1/2" BACK UP NUT. PIPING Typ O INSULATION O PROVIDE NORMALLY OPEN FULL PORT BALL SQUARE WASHER, ® VALVE WITH INTEGRAL UP TO 8'-0"POST: UNSISTRUT P1064. O O SCHRADER VALVE IN P7000 ELECTRICAL CONDUITS TYP AN ACCESSIBLE MOUNTED ON UNISTRUT LOCATION.ENSURE SCHRADER VALVE IS ORIENT ORIENTATETED AS REFER TO UNISTRUT SHOWN.PROVIDE PIPING SUPPORT DETAIL UNISTRUT TCASE 1/2"CHANNEL � INSULATION FOR BOTH DO NOT ATTACH NUT WITH SPRING, NOTE:FOR OVERHEAD LINES,UNISTRUT HORIZONTAL,TRAPEZE HUNG VALVES.DO NOT TRAP LIQUID BY CLOSING UNISTRUT P1010 ANCHOR WITHIN 0'-6"OF OR P4010T.TYP 1 5/8"xi 5/8"GALVANIZED LOOP AND CASE EACH END OF UNISTRUT. UNISTRUT P-1000,6-0"MAXIMUM ISOLATION VALVES MAXIMUM ANCHOR JV ON CENTERS,2'-0"MAXIMUM WHEN SERVICING. SPACING NOT TO FROM ANY ELBOW. EXCEED 8'. D. HORIZONTAL REFRIGERANT LINE SUPPORT DETAIL REFRIGERATION ISOLATION VALVES J NTS NTS CHECKED BY: EJM REFER TO UNISTRUT PIPING SUPPORT DETAIL DRAWN BY: WMK OPTION 1: HIDDEN PIPING SUPPORT OPTION 2: VISIBLE PIPING SUPPORT PIPING UNISTRUT SUPPORT T DRAW CYCLE: OS/WMK SECURE UNISTRUT BY BOLTING SECBOLTING TO WALL STUD TYPICAL SUCTION LINE 30125 BRACKET TO FLOOR ONLY UNISTRUT POST BASE P1887.ONLY. DOCUMENT DATE: 09/03/25 TYPICAL INSULATION INSULATION QUID L PIPE MOUNTING BEHIND REFRIGERATED CASES I O LINE J NTS I I I I I I I I I I I I I I OPTION 1: VERTICAL REFRIGERATION PIPING MOUNTED TO WALL OPTION 2: VERTICAL REFRIGERATION PIPING SUSPENDED VIA HANGERS I I I I I I I I I I I I j UNISTRUT j j TOP BEAM I I I I I I I CLAMP(TYP) I I I REFER TO HORIZONTAL THREADED REFRIGERANT LINE q4wr ROD(TYP) SUPPORT DETAIL.(TYP) I I I I I I MAXIMUM 12"BETWEEN 12" I I I I I I I I I HIGHEST PIPING JOINT AND MAX 1/2"RETAINING NUT,AND 1/2" BOLT TO WALL STUD APPLY EXPANDING FOAM TO I I I I BOLT I I I I I HORIZONTAL UNISTRUT. THREADED ROD I I I BACK UP NUT. CLAMPS AND COVER WITH I I I I i i ONLY (TYP) ryp INSULATION IN A CLEAN AND I I I WORKMAN LIKE MANNER. I I I I SQUARE WASHER, I I REFER TO UNISTRUT UNSISTRUT P1064.(TYPICAL OF OPTION 1) I I i PIPING SUPPORT DETAIL TYP REFRIGERANT SUCTION LINES SPACED 8"O.C. MOUNTED ON UNISTRUT (TYP) BUTT INSULATION AGIANST PIPE 1/2"CHANNEL SUPPORT,AND SEAL INSULATION AT PROVIDE PIPE SUPPORT AT NUT WITH SPRING, ELEVATION EDGE OF COUPLING. NTERMEDIATE SUCTION UNISTRUT P1010 G7.ML .020"THICK PVC JACKET FOR ALL (TYPICAL OF OPTION 2) TRAP IF REQUIRED. OR P4010T.TYP � - !!'4•P REFRIGERATION LINES EXTERIOR 1 5/8"xi 5/8"GALVANIZED q TO BUILDING(TYPICAL) UNISTRUT P-1000H3,12" 0� #022 CUSH-A CLAMP KLO-SHURE 7-SERIES MAXIMUM FROM ANY ELBOW FIRMLY CLAMPED TO PIPE. STRUT MOUNTED JOINT. (TYPICAL OF OPTION 1) COUPLING FOR O 41742 EXPOSED PIPING. �g�7eR1� PIPING INSULATION (TYPICAL OF OPTION 2) 701iAL (BEYOND) LIQUID '�I3I35 SUCTION LINE�` LINE VERTICAL PIPING SHALL BE SOU RE WITH FLOOR.(TYP) REFRIGERATION MAXIMUM 12"BETWEEN 12" DETAILS LOWEST PIPING JOINTAND MAX HORIZONTAL UNISTRUT. 1 5/8"xi 5/8"GALVANIZED (TYP) PLAN UNISTRUT P-1000,10'-0" MAXIMUM ON CENTERS NOTE:MAINTAIN TIGHT SPACING BETWEEN PIPING UNISTRUT POST BASE(TYP) UNISTRUT PIPING SUPPORT DETAIL (DX) NTs VERTICAL REFRIGERANT LINE SUPPORT (DX) SHEET: R3 r LABEL GLYCOL CHARGING LINE ON ROOF AS"GLYCOL CHARGING".REFER TO PROVIDE PIPE LABELS SPEC 15181 FOR LABELING AT EACH CONNECTION REFER TO ARCHITECTURAL REQUIREMENTS. PER SPECIFICATION DETAIL FOR INSTALLATION SECTION 15181. ARCHITECT OF RECORD: OF MANUFACTURED METAL 1--- BRA ARCHITECTURE,INC CURB,INSULATION,AND 3/4"CHARGING HOSE. III r wvexDE SHEET METAL ENCLOSURE II CAP WITH CHAIN -ER—.--B eezoe I WHEN NOT IN USE. i I I PROVIDE 1"COPPER I SUPPORT PIPING ON ROOF. FAx.v.o-xsx-soaa PIPING FROM GLYCOL I REFER TO REFRIGERATION FEEDER STATION TO PIPING SUPPORT DETAIL. PROVIDE PUMP SKID. CONNECTION. O HOSE i ROOF OPENING TO ACCOMMODATE BOTH REFRIGERATION PIPING AND ELECTRICAL CONDUIT.REFER TO ARCH AND REFRIG PLANS. FSUPTERICAL PIPING m y 'zww ww°~ga CONNECT PIPING TO FACTORY ORT.REFERINSTALLED STUB FROM THE 125# O VERTICALFLANGE. EFRIGERANT LINE PIPE SUPPORT.REFER TOREMOVABLE HOOD UPPORTDETAIL HORIZONTAL REFRIGERANT LINE SUPPORT DETAIL Z u COPPER TO STEEL BRAZE o PROVIDED WITH CURB. TYPICAL OF EACH CHARGING LINE TO PUMP SKID. O 3'-`a�^"o� NOxp CONNECTIONS SHALL USE 45%SILVER 5"CENTER OF PIPE TO TOP OF CURB. z a,*I._ F;z€a 'ao BRAZE AND FLUX(TYP.) SECURE PIPING TO ____________________________________________________________________________________� S !,Ro.—Ho UNISTRUT AT TOP OF AIR VENT AT HIGH POINT IN ACCESSIBLE PROVIDE TAG INDICATING SKID SERVED.REFER TO SPEC a oo°£o���d_ Nag CURB WITH KLO-SHURE LOCATION. I ALL CHARGING STATION EQUIPMENT w CLAMP 15181 FOR PIPE LABELING REQUIREMENTS. INSULATE ALL PIPING AND FULLY INVERTED TRAP ALLOWED BUT NOT REQUIRED REFRIGERATION CONTRACTOR FURNISHED FIELD FURNISHED AND INSTALLED BY INSULATE ALL VALVES AND FITTINGS OWNER PROVIDED FOR GLYCOL PIPING.INSTALL AIR VENT ON ALL INSTALLED 1"ISOLATION BALL VALVE(TYP) REFRIGERATION CONTRACTOR. PER SPEC 15600 REQUIREMENTS. MANUFACTURED CURB,SEE HIGH POINTS. ARCHITECTURAL DETAILS FOR TT REFERENCE SPEC 15181 FOR PIPE CONN:1 SIZE,INSULATION,ASSEMBLY, SUPPORT PIPING WITHIN 1 FOOT OF �6�� N N LABELING REQUIREMENTS FOR LIQUID AND SEALING REQUIREMENTS RISER USING KLO-SHURE,SEE ROOF SUPPORT DETAIL. SECONDARY PIPING.(TYP) PROVIDE 3/4"MALE CONNECTION.MOUNT 60"AFF. 1�MAX PROVIDE CAP WITH CHAIN AND CAP WHEN NOT IN USE. LABEL PIPING PER I\E w �/ -3 SPECIFICATION SECTION ROOF OPENING MAY CONTAIN -�REFERENCE UNISTRUT PIPING rn OC z 15181. SUCTION MULTIPLE PIPING AND CONDUIT TYPES, SUPPORT DETAIL. Z il CON]:1 SEE PLANS.MINIMUM 2"GAP BETWEEN < TEE LIQUID LINE AS REQUIRED TO I SPLIT LIQUID LINE TO EACH SLHE II.I(a ADJACENT PIPES OR CONDUITS. N =W .TI °J SUPPORT ROD(TYP) CHARGING STATION (GLYCOL o SUCTION ^ CONN:2 9 NTS 11/11/22 O 2'-0"WIDE,18 GAUGE SHEET METAL r�fA DRAIN PAN WITH INTERNAL MASTIC U Gyy 3�' 77 COATING U7 G SUPPORT PIPING WITHIN 1 1'MAX PROVIDE A 3/4"PVC DRAIN FOR ANY KLO-SHURE 7-SERIES FOOT OF RISER.REFER TO PENETRATION WHOSE WIDTH IS 16"-24". RUN CONDUIT ON STRUCT MOUNTED O O N HORIZONTAL REFRIGERANT PROVIDE A 1'PVC DRAIN FOR ANY UNISTRUT AS COUPLING.(TYP) O PROVIDE ADEQUATE 00NOE�1��R CLEARANCE BETWEEN LINE SUPPORT DETAIL. PENETRATION WHOSE WIDTH IS 30"-36", NEEDED REFRIGERATION PIPING AND PROVIDE A 1 1/2"PVC DRAIN FOR O O > Q ����0� N�2� PIPING AND SKID TO ALLOW (TYP)ANY PENETRATIONS WIDTH IS O�FyP SJO�O'h ONOO-of THE SKID ACCESS PANEL TO DO NOT TRAP AT BOTTOM OF GREATER THAN 36".SLOPE PVC DRAIN UNISTRUT DURA-BLOK DB6-SERIES OR �f� Z oo O FI" FULLY OPEN AND CLOSE �J FFi •10 Ogg ,FN GLYCOL RISER.INSTALL DRAIN LINE 1/S"PER 12"AND TERMINATE OVER EQUIVALENT CHANNEL O- F gJ O VALVE AT ALL LOW POINTS. DRAIN WITH 2"AIR GAP. SUPPORT.(TYP) z H . 0 SO REFER TO SPECIFICATIONS �� i a FOR PIPING SUPPORT �1 U 1 O J NOT ATTACH BLOCK TO ROOF. `l L o SECONDARY PUMP SKID GLY-32-160 ROOF PIPING CONNECTION (D�ROOF PENETRATION (GLYCOL) � wZ 8 NTS 03/07/18 N PROVIDE 60 MIL WHITE TPO Z p MEMBRANE SET ON BARE w m RETURN LINE SUPPLY LINE ? ROOF MEMBRANE 0 0 H z ROOF MEMBRANE J Z INSULATION(TYP) go SIDE VIEW SECTION VIEW LQL o w I I RETURN TO II III II III SUPPLY FROM PUMP SKID PUMP SKID (6) G0ER ATION PIPING SUPPORT ON ROOF GLYCOL z FULLY INSULATE PIPING CIRCUIT LEVEL SUPPLY 3/07/18 DI I I I I AND VALVES PRIOR TO AND RETURN I I I I FILLING SYSTEM. ISOLATION VALVES. I I I I ISSUE BLOCK I I I I I I I eBIUTT NISTRUT REFRIGERATION CONTRACTOR 0 LEAVE SUFFICIENT SPACE TO ALLOW REMOVAL OF U-BE T INSTALL 1/4"MANUAL AND EXTENSION OF PIPING AIR VENT WITH NIPPLE BOTH SIDES OF BYPASS VALVE. BOLT TYP DURING PHASING OF FINAL TREFER TO GLYCOL REFRIGERATION( ) I AND CAP.REFER TO ISOLATION VALVES DETAIL. INSTALL OWNER FURNISHED CONNECTION. SPECIFICATION 15181. SECONDARY GLYCOL BYPASS VALVE,SEE REFRIGERATION CLOSEVALVESDURING SECONDARY PUMP SKID INSULATION AGIANST REFERENCE SPEC 15181 FOR 24"MAX SCHEDULE FOR SIZE.ENSURE PIPE SUPPORT,AND SEAL INITIAL SYSTEM FLUSH,OPEN VALVE DIRECTION ALLOWS FLOW I I REQUIREMENTS BYPASS DURING NORMAL OPERATION. I I INSULATION AT EDGE OF REQUIREMENTS AND USAGE. FROM SUPPLY TO RETURN. I I COUPLING. BYPASS LINE REFRIGERANT RETURN BYPASS LINE SIZE TO MATCH LINES SPACED 8"O.C. VALVES SHALL BE FULLY MAIN FLOW DIRECTION BYPASS VALVE SIZE MOUNTED ON UNISTRUT INSULATED AND HAVE EXTENDED 12"FROM TOP INSTALL DRAIN PER y (TYP) STEM/BONNET SUITABLE FOR OF CASE SPECIFICATION 15181. INSULATION THICKNESS. y GLYCOL SUPPLY INSTALL BYPASS VALVE IN ELEVATION LOCATION SHOWN ON PIPING .020"THICK PVC JACKET FOR ALL KLO-SHURE 7-SERIES LINES. ONNECT PPINGPASS REFRIGERATION LINES EXTERIOR STRUT MOUNTED f GLYCOL RETURN TO BUILDING(TYPICAL) PIPING TO BE SAME SIZE OR COUPLING FOR LABEL GLYCOL PIPING PER LARGER THAN BYPASS VALVE TOP OF CASE CHECKED BY: EJM EXPOSED PIPING.(TYP) SPECIFICATION SECTION 15181 SIZE. INSUL CONTINUOUS. TEMPORARY U-BEND BYPASS (GLYCOL) BYPASS VALVE (GLYCOL) DRAWN BY: WMK CONTINUOUS.CLAMP PROTO CYCLE: 05/30/25 SHALL SURROUND 1 J /NTS , I NTS RETURN SUPPLY � � INSULATION. �� LINE O LINE O�� DOCUMENT DATE: 09/03/25 OPTION 1-. VERTICAL REFRIGERATION PIPING MOUNTED TO WALL OPTION 2-. VERTICAL REFRIGERATION PIPING SUSPENDED VIA HANGERS 1 5/8"x1 5/8"GALVANIZED UNISTRUT P-1000,10'-0" PLAN PROVIDE VENT VALVES AT HIGH MAXIMUM ON CENTERS POINT OF SECONDARY GLYCOL LINES.REFER TO PIPING VENT NOTE:MAINTAIN TIGHT SPACING BETWEEN PIPING INSTALL INVERTED AND DRAIN INSTALLATION MAXIMUM 12"BETWEEN JOINTS AND AND P-TRAP AT TOP OF ALL DETAIL. HORIZONTAL UNISTRUT SUPPORT.(TYP) SECONDAY CO2 RETURN RISERS 12" REFER TO HORIZONTAL REFRIGERANT UNISTRUT PIPING SUPPORT DETAIL (SCO2)(GLYCOL) (TYP) THREADED MAX LINE SUPPORT DETAIL.(TYP) 3 ROD(TYP) aF NTS SECONDARY CO2 RETURN MAXIMUM 12"BETWEEN 12" rN 2"RETAINING (TYP OF 2) HIGHEST PIPING JOINT AND MAX T,AND 1/2" VERTICAL UNISTRUT CK UP NUT. THREADED ROD SECONDARY CO2 SUPPLY SUPPORT.(TYP) TYP (TYP OF 2) BOLT TO WALL STUD ONLY SQUARE WASHER, REFER TO UNISTRUT UNSISTRUT P1064. SECONDARY GLYCOL RETURN PIPING SUPPORT DETAIL TYP INSULATION PER SPECIFICATIONS SECONDARY CO2 RETURN SECONDARY GLYCOL SUPPLY (TYP OF 2) - SECONDARY CO2 SUPPLY 1/2"CHANNELNUT WITH SPRING, (TYP OF 2) UNISTRUT P1010 VENT&DRAIN R P40 OT.TYP 1 5/8"x1 5/8"GALVANIZED 1. PROVIDE 112"VENT VALVES AT ALL HIGH POINTS UNISTRUT P-1000H3,12" OF THE PIPING TO REMOVE AIR DURING zzo MAXIMUM FROM ANY ELBOW MINIMUM 3/4"TEE FITTING. INSTALLATION AND MAINTENANCE.HIGH POINTS JOINT. �G J.Mrj. ARE ANY PLACE ON A REFRIGERATION LINE THAT MAINTAIN INSULATION AIR POCKETS COULD FORM.PROVIDE DROP- AROUND NIPPLE(TYP) DOWN LINE FOR CONVENIENT ACCESS TO THE VALVE AS REQUIRED. x 3/4"DRAIN VALVE WITH °? THREADED NIPPLE AND 2. PROVIDE 3/4"DRAIN VALVES AT ALL LOW POINTS SECONDARY GLYCOL RETURN 41 742 INSTALL VENT AT CAP.NORMALLY CLOSED IN MAINS,RISERS,AND BRANCH LINES.LOW MAXIMUM 16"BETWEEN �g701iAL HIGHEST POINT POINTS ARE DEFINED AS ANY PLACE ON A LOWEST PIPING JOINT AND SECONDARY GLYCOL SUPPLY OF PIPING REFRIGERATION LINE THAT CAN POOL GLYCOL VERTICAL UNISTRUT '�I3I35 1/2"MANUAL AIR VENT AS SYSTEM IS DRAINED. SUPPORT.(TYP) WITH THREADED NIPPLE AND CAP. 3. THE VENT AND DRAIN VALVES TO HAVE THREADED MAXIMUM 12"BETWEEN 12"M VERTICAL PIPING SHALL MINIMUM 1/2"TEE NORMALLY CLOSED. CONNECTIONS FOR HOSES OR PIPES.THEY SHALL LOWEST PIPING JOINT AND BE SQUARE WITH REMAIN CAPPED DURING NORMAL OPERATION. HORIZONTAL UNISTRUT FLOOR.(TYP) REFRIGERATION VAPOR INSULATION AN PER 4. AVOID CHANGE IN ELEVATION FOR THE PIPE SUPPORT.(TYP) I PROVIDE DRAIN VALVES AT LOW DETAILS POINT OF SECONDARY GLYCOL SPECIFICATIONS RUN. 12" LINES.REFER TO PIPING VENT AND DRAIN INSTALLATION DETAIL. 5. REFERENCE SPECIFICATION SECTION 15181. MAX MAXMAXIMUM 12"BETWEEN LOW EST PIPING JOINT AND UNISTRUT POST BASE(TYP) VERTICAL UNISTRUT SUPPORT.MINIMIZE NUMBER OF VERTICAL OBSTRUCTIONS(TYP) SUPPORTS USED.FYP) PIPING VENT AND DRAIN INSTALLATION (GLYCOL) VERTICAL REFRIGERANT LINE SUPPORT (SCO2)(GLYCOL) SHEET R3.1 ARCHITER OF RECORD: ERR ARCHITECTURE,INC Ww V Vz n G W ° CipFpU :o a o12 o 64�z �LL °ten. h 106 LL� iw3 o0RNQo ME €alP!-. rC RETURN LINE TO RACK N _ REFER TO ARCHITECTURAL _ SUPPORT PIPING ON DETAIL FOR INSTALLATION OF Ir ROOF FOR ADEQUATE SUPPLY TO RETURN FROM MANUFACTURED METAL SLOPE AND SPACING. PROVIDED ISOLATION CASES/COILS CASES/COILS CURB,INSULATION,AND VALVE FIELD SHEET METAL ENCLOSURE INSTALLED.(TYP BOTH 1 y ROOF OPENING TO SUPPLY AND RETURN) ACCOMMODATE BOTH REFRIGERATION PIPING ('w -2 3 AND ELECTRICAL INSULATION CONDUIT EMERGENCY CHILLER SUPPLY LINE FROM RACK r CONNECTION TO PUMP z r SUPPORT ROD SKID.MATCH MAIN SUPPLY r (TVP) AND RETURN PIPE SIZE. z T.W 2'-0"WIDE,18 GAUGE PROVIDE NORMALLY OPEN z SHEET METAL DRAIN PAN GLYCOL ISOLATION VALVES INo WITH INTERNAL MASTIC CONTRACTOR PROVIDED AN ACCESSIBLE LOCATION. O COATING BLIND FLANGE REFER TO SPECIFICATIONS. PIPE SUPPORT REFER TO PROVIDE A 3/4"PVC DRAIN FOR ANY CONNECTION.(TYP) 0 0 O HORIZONTAL REFRIGERANT PENETRATION WHOSE WIDTH IS 16"-24". rn LINE SUPPORT DETAIL PROVIDE A 1'PVC DRAIN FOR ANY SUPPORT EMERGENCY SUPPLY FROM RETURN TO 2'-0"MAX. PENETRATION WHOSE WIDTH IS 30"-36", CHILLER CONNECTION.REFER PUMP SKID PUMP SKID AND PROVIDE A 1 1/2"PVC DRAIN FOR TO REFRIGERATION PIPING O O ANY PENETRATIONS WHOSE WIDTH IS SUPPORT DETAIL.(TYP) N GREATER THAN 36".SLOPE PVC DRAIN C:=D C=< LINE 1/8"PER 12"AND TERMINATE OVER DRAIN WITH 2"AIRGAP. REMOTE EMERGENCY CHILLER �� � �" �_c o ROOF PENETRATION (DX) CONNECTION (GLYCOL) ISOLATION VALVES (GLYCOL) Z o I NTS 03/07/18 (:6 /NTS 11/11/22 1 J /NTS gg O Z I— Q L O N O a Z Z �D W m WALK-INS WITH TEMPERATURES WALK-INS WITH TEMPERATURES 0 Z of 0 ABOVE OR BELOW FREEZING BELOW FREEZING H- PROCEDURE FOR PATCHING HOLES: 1 g J p Z 1.ATTACH 26 GAUGE GALVANIZED SHEET METAL TRIM TO BOTTOM OF HOLE AND EXIT WALK-IN AS SOON AS WHEN HEADER CANNOT v PARTIALLY TRIM TOP OF HOLE LEAVING 1"GAP AT TOP FOR EXPANDING FOAM PSSIBLE AND RUN HEADER USE COPPER PIPING WITH RUN ALONG BOX EXTERIOR SEALANT FILL. ALONG EXTERIOR OF BOX. ELECTRIC HEAT TRACE AND Q USE ELECTRIC HEAT TRACE AND w INSULATION ON CONDENSATE LINES INSULATION ON CONDENSATE o m 2.FILL OPENING WITH EXPANDING FOAM SEALANT,LET EXPAND AND CURE AND LINES EXPOSED TO FREEZING AND EXPOSED TO FREEZING AND WHEN TRIM EXCESS FOAM FROM FILL OPENING. COPPER PIPING WHEN OTHERWISE NOTED.TYP z OTHERWISE NOTED.TYP FOR ALL INDIVIDUAL m I O 3.SEAL ALL EDGES AND EXPANDING FOAM SEALANT OPENING WITH SILICONE DRAINS.TVP NSTALL TRAP AT EACH EACH INDIVIDUAL SEALANT. INDIVIDUAL DRAIN EVAPORATOR DRAIN MUST UPSTREAM OF HEADER. CONNECT DIRECTLY TO TERMINATE CONDENSATE DRAIN 4.VERIFY SPECIFIC APPLICATION WITH THE WALK-IN PANEL MANUFACTURER. TYP HEADER.TYP OVER HUB DRAIN OR SERVICE SEAL FILL OPENING ISSUE BLOCK WITH SILICONE TERMINATE CONDENSATE DRAIN SINK WITH AIR GAP.INSTALL OVER HUB DRAIN OR SERVICEIf TRAP UPSTREAM OF HUB DRAIN SINK WITH AIR GAP.INSTALL OR SERVICE SINK.TYP EXPANDING FOAM TRAP UPSTREAM.T HUB DRAIN SEALANT(TlP.) TERMINATE IND7ADEAINIAIN ER DRAINS TO 2" OR SERVICE SINK.TfP UTILIZE A UNION AT COPPER TO PVC TRANSITION.INSULATE COMMON PVC SLOPE TERMINATE COPPER DRAINS TO COPPER PIPE OUTSIDE WALK-IN OF 118"PER 12"TOWARD DRAIN.UTILIZE A DIRECT COORDINATE HEADERS COMMON COPPER HEADER ONE WALL PER SPECIFICATIONS UNION AT ALL COPPER TO PVC TRANSITIONS. CONNECTION TO WITH FIXTURES AND SIZE LARGER THAN COIL DRAIN COORDINATE HEADERS WITH ATTACH PATCH WITH#8 X 3/4 HEX INSULATE COPPER PIPE OUTSIDE WALK-IN HEADER.TYP EQUIPMENT OUTSIDE AND MAINTAIN SLOPE OF 1/8"PER 12" FIXTURES AND EQUIPMENT SEAL PATCH WITH FREEZERICOOLER WALL PER SPECIFICATIONS WALK-IN BOX.TYP TOWARD DRAIN. INSIDE WALK-IN BOX.TYP HEAD SELF TAPPING SCREWS(TYP.) SILICONE(TYP.) BOX CEILING OR PATCH HOLE WITH 26 GAUGE WALL GALVANIZED SHEET METAL CONDENSATE DRAINS SERVING WALK-INS WITH TEMPERATURES TRIM(TOP AND BOTTOM) MULTIPLE WALK-INS ABOVE FREEZING COOLER/FREEZER BOX PENETRATION PLUG WHEN HEADER CANNOT WHENHEADER CANNOT RUN ALONG BOX EXTERIOR RUN ALONG BOX EXTERIOR NTS USE 2"COMMON PVC HEADER 07.07.17 AND MAINTAIN SLOPE OF 1/8" BELOW FREEZING ABOVE FREEZING PER 12"TOWARD DRAIN. COORDINATE HEADERS WITH FIXTURES AND EQUIPMENT EACH INDIVIDUAL EVAPORATOR INSIDE WALK-IN BOX.TYP DRAIN MUST CONNECT INVERTED P-TRAP FOR DIRECTLY TO HEADER.TYP TERMINATE CONDENSATE DRAIN CHECKED BY: EJM REF WALK-INS WITH (TYP OF SECONDARY CO2 ONLY) OVER HUB DRAIN OR SERVICE BELOW FREEZING REF WALK-INS WITH SINK WITH AIR GAP.INSTALL HORIZONTAL PLAN VIEW. TEMPERATURES PROVIDE DRAWN BY: WMK REFRIGERANT LINE SUPPLY LINE(TYP) ABOVE FREEZING CLEANOUT FOR TRAP UPSTREAM OF HUB DRAIN SUPPORT.REF DETAIL. I PLAN VIEW. ALL HEADERS.TYP OR SERVICE SINK.TYP PROTO CYCLE: 05/30/25 CLEANED PVC PIPE FOR REFRIGERANT, DOCUMENT DATE: 09/03/25 ELECTRICAL,AND PLUMBING PIPING. PROVIDE TRAP UPSTREAM TERMINATE COPPER DRAINS TO RETURN LINE(TYP) COORDINATE WITH OTHER DISCIPLINES PRIOR PER RUNNING TRAP FOR INTERIOR CONDENSATE HEADERS OF INDIRECT CONNECTION COMMON PVC HEADER.UTILIZE A TO ROUGH-IN.COORDINATE CHASE LOCATION RUNNING BETWEEN MULTIPLE WALK-INS OPERATING AT FROM COPPER TO PVC. UNION AT ALL COPPER TO PVC WITH EXISTING LIGHTING AND UTILITIES. TEMPERATURES ABOVE FREEZING.IF A CONDENSATE PIPE TRANSITIONS.TYP FROM ONE WALK-IN MUST BE ROUTED THROUGH A WALK-IN EXPOSED TO FREEZING TEMPERATURES,USE A SEPARATE DEDICATED CONDENSATE PIPE FOR EACH WALK-IN. COORDINATE ROUTING OF 0 EVAPORATOR COIL CONDENSATE PIPING REFRIGERANT PIPING WITH J NTS PLUMBING VENT AND ELECTRICAL DETAIL PROVIDED IS FOR CONDUIT. REFERENCE OF TYPICAL DEMO PIPING FOR ALL CIRCUITS BEING CONDITIONS.ADJUSTAS REMOVED FROM THE HFC RACK. NECESSARY. WHERE PIPING IS DEMO'D THROUGH EXISTING PENETRATION.ANY DEMOLISH REMAINING OPENINGS SHOULD BE CLOSED WITH SHEET METAL/MESH PER PROTOTYPICAL CLOSURE REQUIREMENTS. RELOCATE AND REPLACE PILOT LINES AND SERVICE VALVES AS REQUIRED TO ACCOMMODATE SG HEADER EXTENSION. PROVIDE ISOLATION CT7 CAP ANY STUBS FROM BALL VALVES AT ALL B 47 �N�Q DEMOLITION OF DX PIPING RE-INSULATE ALL EXISTING TO NEW PIPING STUB A CAP STUB.REMOVE OLD VALVES IF OVERSIZE PVC SLEEVE FOR SG �&/,D RQ'ys't''2 REMAIN HEADER AND BRANCH CONNECTIONS. ALL CLEARANCE EXISTS TO CAP.DO NOT S SHOULD BE MAINTENANCE ACCESS.REF QT7QN TO NN k7p 156 0 SPECIFICATION IPING S TO MATCH VFULEY INSULATED. ( p) EXISTING VALVE IS B PINCH,INSTALL URAZED TOAL CAPS.HEADER. ARCHITECTURAL PLANS. 'cRp�Nay S�ip7 REQUIREMENTS FOR NEW L RETROFIT WITH MUELLER CAP AND S 7 INSULATION. NYLOG AND LEAVE VALVE IN PLACE. �7O C NEW RACK PENETRATION HOLE SIZE �2 REFRIGERATED DIMENSIONS TO BE TIGHT WITH NECK DOWN FROM HEADER SIZE TO CASE(TYP) U EXISTING PIPE HEADER BE EXISTING OPENING INSULATION SIZE AROUND PIPE. NEW PIPING CONNECTION SIZE. p .9.5/47. p WHERE POSSIBLE,ADD NEW HEADER EXTENSION IS NOT REQUIRED 742 B PENETRATIONS AS NEEDED. EXTEND CONDENSATE DRAIN PANS TO BE THE SAME SIZE AS THE EXISTING ORAL AS NECESSARY UNDER NEW HEADER HEADER. PROVIDE AND EXTEND STRUCTURAL EXTEND HEADER FOR EXTENSIONS. 3"MINIMUM BETWEEN TEES HORIZONTAL PIPING SUPPORT TO NEW PIPE CONNECTION 1 3/as MATCH WITH EXISTING PIPING PROVIDE PIPING SUPPORT FOR ALL POSSIBLE HEADER EXTENSION HEADER EXISTING HEADER EADERSU PORT. BEFOREXTENSION.MATCH FINALCONONS LECTIONL BE E "A" HBE REFRIGERATION BEFORE FINAL CONNECTION TO EXISTING HEADER TO MINIMIZE DOWNTIME. DETAILS SUCTION PIPE SIZE MINIMUM PIPE TO MINIMUM DISTANCE FOR ALL SUCTION FILTER SHALL BE PIPE DISTANCE CONNECTIONS REQUIRED INSTALLED PRIOR TO HEADER MODIFICATIONS.REFERENCE 1-5/8" 5.1 25" NOTE:LOCATE REFRIGERATED CHASE(S)UNIFORMLY TO AVOID EXISTING LIGHTING, SPECIFICATIONS AND CHANGE SKYLIGHTS,PIPING,CONDUIT,SPRINKLERS AND DUCTWORK.COORDINATE FINAL FILTERS AS REQUIRED AFTER WORK 2-1/8" 6" 26" LOCATION WITH WALMART MECHANICAL CONSTRUCTION MANAGER. IS COMPLETED. VERTICAL REFRIGERANT LINE PIPING 2-5/8" 6" 27" WITH PVC CHASE (SCO2)(GLYCOL) IQUID SUCTION HEADER SKID PIPING CONNECTION (END EXTENSION) SHEET L /NTS 11/20/17 (D�s R3.2 SUCTION MAIN LIQUID LINE SUCTION RISER SUCTION LINE p ADJUST LOCATION OF DROPS AS REQUIRED.(TYP) PROVIDE TRAP AT BASE.(TYP) ARCHITECT OF RECORD: INSTALL CASE SUCTION PIPING TO ALLOW GRAVITY DRAINAGE OF OIL BACK TO THE BASE TRAP AT THE BOTTOM LIQUID MAIN p SUCTION LINES SHALL HAVE AN BRA ARCHITECTURE,INC OF THE SUCTION RISER.INSTALL LIQUID PIPING TO ALLOW REQUIRED ROUTING OF CASE SUCTION PIPING. INVERTED TRAP F wvexDE WHERE APPLICABLE,INSTALL LIQUID LINE SOLENOID,EVAPORATOR PRESSURE ovERuxo RwBx,xs sszoa REGULATOR,AND FULL PORT ISOLATION BALL VALVES ON TOP OF CASE.PROVIDE VALVE CUSH-A-CLAMP FIRMLY INVERTED P-TRAP SAME r ..n"fefLM1"eT LOCATION IDENTIFICATION TAG OF ENGRAVED PLASTIC.REFER TO SPECIFICATIONS. ROUTE SUPPLY AND RETURN RUN CONDUIT ON CLAMPED TO PIPE(TYP) SIZE AS VERTICAL RISER PROVIDE 26 GAUGE SHEET METAL HEADERS ON TOP OF CASES UNISTRUT AS Fwx.e.a xsx soaa DRIP PAN WITH MASTIC COATING WHERE POSSIBLE. NEEDED REFRIGERATION PIPING WHERE APPLICABLE: (TYP) p UNISTRUT DURA-BLOK DB6-SERIES OR REAR HALF OF P-1000(TYP.) EQUIVALENT CHANNEL REFRIGERATED CASE REFRIGERATED CASE DESIGNATED FOR MANUFACTURER TO PROVIDED SUPPORT.(TYP) REDUCE RISER SIZE PIPING AND VALVES. TOP CONNECTED CASES. SUPPORT PIPING AT 6'-0" AFTER BASE TRAP —— MAXIMUM ON CENTERS,2'-0" LIQUID BRANCH FRONT HALF OF FROM ANY ELBOW.DO NOT REFRIGERATED CASE ATTACH BLOCK TO ROOF u DESIGNATED FOR w ° c� Erc wv?3 ELECTRICAL AND BAS (TOP OF CASE) SPACE AT 4'INTERVALS.(TYP.) DO PROVIDE 60 MIL WHITE TPO LIQUID LINES BRANCHING FROM THE - '$ 0 8 COMPONENTS. o MEMBRANE SET ON BARE MAIN MUST EXIT FROM THE SIDE OF ~ g ROOF MEMBRANE THE MAIN 2 �zao` x°M€w FRONT OF REFRIGERATED CASE. nPROVIDE A P-TRAP AT THE BOTTOM OF THE RISER. z 1"EXPANDED POLYSTYRENE ROOF MEMBRANE g �LLa��jpz z PROVIDE AN INVERTED P-TRAP AT RISER TRANSITION TO zw;z oo35, OR EQUAL.6"MINIMUM WIDTH. VALANCE FURNISHED BY CASE HORIZONTAL rnoz„ LENGTH AS REQUIRED. MANUFACTURER,INSTALLED BY a "'� H_ REFRIGERATION CONTRACTOR. SIDE VIEW SECTION VIEW a o - "R DX PIPING DETAILS € �°gip- a€ PIPE ROUTING FOR TOP FED CASES REFRIGERATION PIPING SUPPORT (ON ROOF) (��ECO2 (�)�REFRIGERATION 07/26/17 (:8 /NTS 03/07/18 CONTINUESTO N N CONTINUESTO ---_— SECONDARY PUMP SKID SECONDARY PUMP SKID I� SUPPORT PIPING ON REFER TO ARCHITECTURAL I ROOF FOR ADEQUATE PROVIDE SUPPLY AND REFER TO SPECIFICATION c DETAIL FOR INSTALLATION OF MANUFACTURED METAL -- SLOPE AND SPACING. CONTINUES TO INSTALL VENTAT SUPPLY SUB- RETURN SUB- RETURN SUB-LOOP SECTION 15181 FOR PIPE F z PROVIDE SUPPLY AND REFER TO SPECIFICATION ADDITIONAL CIRCUITS HIGHEST POINT SHUT-OFF VALVES. LABELING REQUIREMENTS.(TYP z <u g v INSTALL VENTAT CURB,INSULATION,AND I LOOP BRANCH LOOP BRANCH CONTINUES TO RETURN SUB-LOOP SECTION 15181 FOR PIPE ON SUB-LOOP REFER TO PLANS FOR OF ALL SECONDARY GLYCOL i SUPPLY SUB- RETURN SUB- SHEET METAL ENCLOSURE �� OF PIPING.(TYP)ADDITIONAL CIRCUITS HIGHEST POINT SHUT-OFF VALVES. LABELING REQUIREMENTS.(TYP �I �� ROOF OPENING TO LOCATIONS. SUPPLY AND RETURN PIPING ON SUB-LOOP LOOP BRANCH LOOP BRANCH REFER TO PLANS FOR OF ALL SECONDARY GLYCOL ) OF PIPING.(TYP) I ACCOMMODATE BOTH LOCATIONS. SUPPLY AND RETURN PIPING) I �� REFRIGERATION PIPING AND ELECTRICAL CONDUIT SUPPORT ROD LY U (TYP) SUPPLY AND RETURN AS SPECIFIED IN PIPING MAIN SUPPLY AND RETURN o FULLY INSULATE SCHEDULE BRANCH PIPING MAINS UPPLY AND RETURNZ 2'-0"WIDE,18 GAUGE PIPING BEFORE SUPPLY AND RETURN AS SPECIFIED IN PIPING BRANCH PIPING SHEET METAL DRAIN PAN +PHASING. REFRIGERATION CASE MANUFACTURER TO + } M SCHEDULE WITH INTERNAL MASTIC 11 SUPPLY AND RETURN SHUT-OFF VALVES FURNISH AND INSTALL TOP FED CASES WITH O 0 N } + REFRIGERATION CASE MANUFACTURER TO + } COATING T + FURNISHED AND INSTALLED BY FACTORY INSTALLED SHUT-OFF VALVES,SUPPLY � oD ADJUST LOCATION OF DROPS AS REQUIRED.IF FURNISH AND INSTALL TOP FED CASES WITH REFRIGERATION CONTRACTOR. SOLENOID VALVES,AND RETURN AUTOFLOW ROUTED IN WALL,EXIT WALL 6"ABOVE TOP OF FACTORY INSTALLED SHUT-OFF VALVES,SUPPLY PIPE SUPPORT.REFER TO PROVIDE A 3/4"PVC DRAIN FOR ANY BALANCE VALVES FOR EACH CASE.REF O O CASE HEIGHT TYP SOLENOID VALVES,AND RETURN AUTOFLOW HORIZONTAL REFRIGERANT PENETRATION WHOSE WIDTH IS 16"-24". APPROXIMATELY 2'ABOVE SPECIFICATIONS 2i p SUPPLY AND RETURN SHUT-OFF VALVES BALANCE VALVES FOR EACH CASE.REF LINE SUPPORT DETAIL PROVIDE A 1'PVC DRAIN FOR ANY SUPPLY AND TOP OF CASE TYP o FURNISHED AND INSTALLED BY SPECIFICATIONS PENETRATION WHOSE WIDTH IS 30"-36", RETURN LINES FOR Z o p REFRIGERATION CONTRACTOR. 2-0"MAX' AND PROVIDE A 1 1/2"PVC DRAIN FOR SECOND CIRCUIT ROUTE SUPPLY AND 'O ANY PENETRATIONS WHOSE WIDTH IS ON SUB-LOOP ADJUST LOCATION OF DROPS AS REQUIRED. RETURN HEADERS ON L ^ a ROUTE SUPPLY AND GREATER THAN 36".SLOPE PVC DRAIN - IF ROUTED IN WALL,EXIT WALL 6"ABOVE TOP TOP OF CASES O Z In TEMPORARY U-BEND BYPASS TO BE REMOVED RETURN HEADERS ON LINE 1/8"PER 12"AND TERMINATE OVER OF CASE HEIGHT TYP O ]cr+I BEFORE FINAL CONNECTION.REFER TO U- TOP OF CASES DRAIN WITH 2"AIR GAP. TEMPORARY U-BEND BYPASS BEND BYPASS DETAIL. TO BE REMOVED BEFORE FINAL Q n SUPPLY AND 0 a CONNECTION.REFERENCE U- RETURN LINES FOR PROVIDE U-j Z BEND BYPASS DETAIL. SECOND CIRCUIT TEMPERATURE/PRESSURE TEST ZL1J m ON SUB-L 1. OOP PROVIDE TEMPERATURE/PRESSURE } WELLS AT LAST CASE IN LINEUP. } O z O f + + TEST WELLS AT LAST CASE IN LINEUP. DOUBLE SUCTION RISER ROOF PENETRATION + + (� 1 NTS 03/07/18 171 REAR)HALF OF CASE - v Z REAR HALF OF 1 DESIGNATED FOR REFRIGERATED CASE PIPING AND VALVES. DESIGNATEDFOR - ---------------------------------- ------------------------------ _—_—_—_—_—_—_ _—_—_—___—_—_—_ _—_—_—___—_—_ 7 PIPING AND VALVES. ------------- _—_—_—_—_—_—_ FRONT HALF OF z REFRIGERATED CASE m FRONT HALF OF DESIGNATED FOR REFRIGERATED CASE ELECTRICAL AND BAS 1"EXPANDED 6"MINIMUM WIDTH. DESIGNATED FOR COMPONENTS. POLYSTYRENE OR LENGTH AS ELECTRICAL AND BAS 1"EXPANDED 6"MINIMUM WIDTH. EQUAL REQUIRED TYP COMPONENTS. POLYSTYRENE OR LENGTH AS ISSUE BLOCK EQUAL REQUIRED TYP SPACE AT 4'INTERVALS TYP SPACE AT 4'INTERVALS TYP O CASE PIPING (VERTICAL OPTION) (GLYCOL) PIPING (HORIZONTAL OPTION) (GLYCOL) 4 NTS (DRCASE EXTERNAL CHECK VALVE INTERNAL CHECK VALVE(SPORLAN MODEL EBV- ALLOWABLE IN LINES 1 1/6"AND SMALLER) INSTALL ONE VALVE INSTALL ONE VALVE STATION PER CIRCUIT AND STATION PER CIRCUIT AND AT OTHER LOCATION(S) AT OTHER LOCATION(S) SPECIFIED ON PLANS SPECIFIED ON PLANS FROM SYSTEM TO SYSTEM NllIgxsE E FROM SYSTEM TO SYSTEM GnsrvEo LLD. FACTORY DFMELEO ELEVATION NORMAL DIRECTION r _ r-- - --� r-- - --r OF REFRIGERANT 1 I I FLOW ITI'PI I ----1 -,I I 1 I I } I CONTINUESTO 1 1 I EL.. RELIEF I I I I INTESG U ER SECONDARY PUMP SKID �I P EUEF �) CHECKED BY: EJM PROVIDE SUPPLY AND REFER TO SPECIFICATION L__ __�I BOLL VALVE. `--&�`CLE - CONTINUES TO INSTALL VENTAT RETURN SUB-LOOP SECTION 15181 FOR PIPE `----- `----- SUPPLY SUB-LOOP RETURN SUB-LOOP } DRAWN BY: WMK ADDITIONAL CIRCUITS HIGHEST POINT BRANCH BRANCH SHUT-OFF VALVES. LABELING REQUIREMENTS.(TYP OF PIPING.(TYP) ANG E VALAVE FOgINEPROTO CYCLE: 05/30/25 ON SUB-LOOP REFER F PLANS FOR ELALL SECONDARY GLYCOL ALLPAC.."'`LVE FOR LOCATIONS. SUPPLY AND RETURN PIPING) SERVICE. sEaCE. TO CASE/EVAPORATOR FROM CASE/EVAPORATOR TO CASE/EVAPORATOR FROM CASE/EVAPORATOR DOCUMENT DATE: 09/03/25 SUPPLY/LIQUID RETURN/SUCTION SUPPLY/LIQUID RETURN/SUCTION LINE VALVE LINE VALVE LINE VALVE LINE VALVE STATION STATION STATION STATION SUPPLY AND RETURN AS SPECIFIED IN PIPING MAIN SUPPLY AND RETURN FULLY INSULATE SCHEDULE BRANCH PIPING PROVIDE INSULATION THAT COMPLETELY ENCAPSULATES ALL SURFACES.REFER TO SPECIFICATIONS. PIPING BEFORE SUPPLY AND RETURN SHUT-OFF VALVES 11 PHASING. FURNISHED AND INSTALLED BY + T VALVE STATIONS MUST BE ORIENTED WITH CHECK VALVE(INTERNAL OR EXTERNAL)ALLOWING FLOW } 1 REFRIGERATION CONTRACTOR. AWAY FROM UNIT COOLER AND BACK TO SECONDARY PUMP SKID OR RACK SYSTEM. 1 APPROXIMATELY 2'ABOVE CO2 VALVE STATIONS AND PACKED LINE ANGLE VALVES FURNISHED BY REFRIGERATION RACK TOP OF CASE TYP EQUIPMENT SUPPLIER AND INSTALLED BY REFRIGERATION CONTRACTOR. SUPPLYAND REFRIGERATED CASE MANUFACTURER RETURN LINES FOR PROVIDED CHASE.CONTRACTOR TO ROUTE SECOND CIRCUIT I PIPING INTERNALLY PER MANUFACTURERS CO2 VALVE STATIONS (TCO2) ON SUB-LOOP RECOMMENDATIONS.ALL PIPING TO BE J INSULATED THROUGHOUT THE CASE NTS PVC CHASE,REF ARCH FOR INTERNALLY. INSTALL AND INSULATE LIQUID AND SUCTION VALVE STATIONS ON TOP CHASE DETAIL CHECK VALVES MUST BE ORIENTED TO OF WALK-IN COOLER/FREEZER,FURNISHED BY REFRIGERATION ALLOW FLOW AWAY FROM EVAPORATOR EQUIPMENT SUPPLIER.REFER TO CO2 VALVE STATIONS DETAIL.MOUNT AND BACK TO RACK SYSTEM. PROVIDE INVERTED NEAR EDGE OF WALK-INTO ALLOW SERVICE ACCESS.COORDINATE TEMPORARY U-BEND BYPASS P-TRAP ON TOP OF ALL WITH EDGE PROTECTION SYSTEM. TO BE REMOVED BEFORE FINAL SUCTION RISERS.REF CONNECTION.REFERENCE U-"---------------------------- ---------------- ---------------------------------------------------------------------------------- ---------------------------" SLOPE REFRIGERANT LINES DOWN CO2 PIPING DETAILS. INSTALL AND INSULATE LIQUID LINE SOLENOID AND SUCTION CHECK VALVE BEND BYPASS DETAIL. TOWARD COMPRESSORS AT V PER 20 ON TOP OF WALK-IN COOLER/FREEZER,FURNISHED BY REFRIGERATION FT.LOCATE HIGHEST POINT OF EQUIPMENT SUPPLIER.MOUNT NEAR EDGE OF WALK-IN TO ALLOW REFRIGERANT LINES JUST BELOW ROOF SLOPE SERVICE ACCESS.COORDINATE WITH EDGE PROTECTION SYSTEM. PVC CHASE,REF ARCH FOR DECK OVER COIL SERVED.ROUTE S CHASE DETAIL THROUGH WEBS IN JOIST GIRDERS TOP VIEW WHERE POSSIBLE.COORDINATE WITH L DRILL HOLE IN COOLER/FREEZER BOX WALLS,CENTER SKYLIGHTS,HVAC,LIGHTING,CONDUIT PIPE IN OPENING,AND SEAL WITH EXPANDING FOAM. AND FIRE PROTECTION EXPANDING AFTER FOAM CURES,TRIM FLUSH TO PANEL.BUTT FOAM INSULATION TO THE BOUNDARY OF BOX SUCTION LINE TRAP PENETRATION.SEAL WHERE INSULATION BUTTS AGAINST THE PANEL AND AROUND PERIMETER OF INSULATION TO CREATE VAPOR BARRIER.TYP OF ALL 1 COIL COIL FOAM TOPS OF BOLT PENETRATIONS(TYP) PIPE PIPE PENETRATIONS THROUGH BOX WALL(TYP) T INSULATION INSULATED WALL �q4P SILICONE SEALANT 62 SUPPORT EVAPORATORS WITH HOLE DIAMETER 1"GREATER THAN PIPE 00 BOLTS THRU CEILING PANEL TO WALK-IN WALL REFRIGERANT LINE OR CONDENSATE PIPINGS 41742 dl 1 5/8"X 1 5/8"X 10 FT.LONG 1� 14 GAUGE.GALVANIZED UNISTRUT �g701iAL SPANNING THREE COOLER/FREEZER EVAP MOUNT COIL ACCORDING TO MANUFACTURER'S CEILING PANELS.PROVIDE DOUBLE --'V� FAN/COIL RECOMMENDATIONS(TYP) 'II31 S NUTS ON EACH BOLT(TYP) UNIT COIL COIL SHORT RADIUS TRAP SHALL BE SEAL AROUND BOLT ONE-PIECE CONSTRUCTION. PENETRATIONS THRU DRAIN PAN HOLD AS HIGH AS POSSIBLE. REFRIGERATION COOLER/FREEZER BOX WALLS SERVICE ACCESS VALVE OR CEILINGS WITH BACKER UNION DETAILS ROD AND SEALANT(TYP) FACTORY INSTALLED VALVES INSTALL 3/4"LONG RADIUS DRAIN TRAP AT ROUTE SUPPLY AND RETURN CONNECT SUPPLY AND PROVIDE COPPER CONDENSATE EACH INDIVIDUAL DRAIN UPSTREAM OF HEADER. PIPING THROUGH RETURN PIPES TO FACTORY DRAIN PIPING FULL SIZE OF COIL MANUFACTURER PROVIDED DRAIN PAN CONNECTION AND OPENINGS IN CASES(TYP) PROVIDED STUBS(TYP) SLOPE 1/8"PER 12"TOWARD DRAIN CASE MANUFACTURER CHASE SECTION OR HEADER. REFERENCE EVAPORATOR COIL CONDENSATE PIPING DETAIL, ISLANDER CASE PIPING (GLYCOL) L NTS 4 CO2 DX EVAPORATOR FAN/COIL UNIT WITH CONTROL VALVES SHEET I NTS R3.3 OCCUPANCY SENSOR GENERAL LIGHTING NOTES ,z,I.z, 12.17.21 NOTES 1. OCCUPANCY SENSORS IN RESTROOMS SHALL BE 1. EXIT SIGN MOUNTING PROGRAMMED FOR AUTOMATIC ON AND MAXIMUM A. WALL FIXTURE:CENTER 12"ABOVE DOOR AVAILABLE TIME DELAY SETTINGS. OPENING. B. CEILING FIXTURE:ON CEILING OR AT HEIGHT ARCHITECT OF RECORD: 2. OCCUPANCY SENSORS IN DELI,PRODUCE,AND SPECIFIED ON DRAWINGS. BRR AHeTcuEF.'TEURE'INC BAKERY PREP AREAS SHALL BE PROGRAMMED C. PENDANT FIXTURE:MATCH HEIGHT OF EXISTING WITH MAXIMUM AVAILABLE TIME DELAY SETTINGS. PENDANT MOUNTED EXIT SIGNS.IF STORE DOES ER—N.FARR,Rs sszoa NOT HAVE PENDANT MOUNTED EXIT SIGNS,THEN 3. OCCUPANCY SENSORS IN WALK-IN PENDANT MOUNT SIGN 24"BELOW BOTTOM OF COOLERS/FREEZERS SHALL BE LOW TEMPERATURE BAR JOIST. FAx.s.x-xsx-son. RATED AND CEILING MOUNTED WITH INCLUDED D. VERIFY MOUNTING HEIGHT WITH AHJ. BRACKET.ADJUST AIMING FOR MAXIMUM E. COORDINATE LOCATIONS OF EXIT SIGNS TO COVERAGE,10 MINUTE TIME DELAY. ENSURE STORE SIGNAGE DOES NOT OBSTRUCT THEIR VIEW. 4. ALL OTHER OCCUPANCY SENSORS SHALL BE F. THE USE OF TRITIUM BASED RADIOACTIVE EXIT PROGRAMMED WITH THE MINIMUM AVAILABLE TIME SIGNAGE IS PROHIBITED. DELAY SETTING UNLESS NOTED OTHERWISE. 2. EMERGENCY LIGHT FIXTURE INSTALLATION 5. ALL SINGLE-POLE OCCUPANCY SENSORS SHALL BE A. EXIT SIGNS,EMERGENCY LIGHTS AND NIGHT PROGRAMMED FOR MANUAL ON LIGHTING LIGHTS SHALL NOT BE SWITCHED. y S H �ww ww°'yy CONTROL UNLESS NOTED OTHERWISE. B. MOUNTING a. WALL FIXTURE- FINISHED CEILING �_ nw3r 6. ALL BI-LEVEL OCCUPANCY SENSORS SHALL BE OR+10'-0"IN AREAS OF EXPOSED Q Stag a W PROGRAMMED FOR AUTOMATIC ON LIGHTING STRUCTURE,UNLESS NOTED OTHERWISE. joa >u€g CONTROL FOR 50%OF FIXTURES AND WITH b. PENDANT FIXTURE:BOTTOM CHORD OF BAR Z �� < MANUAL ON MODE FOR REMAINING FIXTURES. JOIST OR AT HEIGHT SPECIFIED ON O 3�a DRAWINGS. ~ z-Mi NQo€a 7. WHERETWO OCCUPANCY SENSORS ARE SHOWN IN c. REMOTE HEAD FIXTURE:HEADS CENTERED Qoo Bi wr i?rc3 THE SAME LOCATION WIRE FOR PARALLEL ABOVE DOOR OPENING+9'-0",UNLESS NOTED a w 12w���6 OPERATION. OTHERWISE AND BATTERY PACK MOUNTED N €y �o=4vog- ,w,�3 e ON INTERIOR SIDE OF WALL 12"BELOW FINISHED CEILING OR AT BAR JOIST IN AREAS OF EXPOSED STRUCTURE C. REFER TO MANUFACTURER'S WRITTEN INSTRUCTIONS.ALLOW BATTERY TO CHARGE CONTINUOUSLY FOR A MINIMUM OF 24 HOURS y BEFORE INITIAL TESTING. o s D. AFTER EMERGENCY LIGHT HAS BEEN POWERED DO NOT TURN OFF FOR EXTENDED PERIODS OF W ; TIME. 3. IN AREAS OF OPEN STRUCTURE,MOUNT STRIP - FIXTURE TO BOTTOM CHORD OF BAR JOIST,UNLESS NOTED OTHERWISE. z .. 4. FIXTURES DENOTED WITH"ABJ"ARE TO BE Z FASTENED ON UNISTRUT CHANNELS MOUNTED TO U THE BOTTOM SIDE OF THE TOP CHORD OF BAR JOISTS.LOCATE THE FIXTURES RUNNING PERPENDICULAR TO BAR JOISTS WITHIN BAR JOISTS U WEBBING SPACES.DO NOT FASTEN FIXTURE OR ur UNISTRUT CHANNELS TO ROOF DECK. 5. CONTRACTOR SHALL PROVIDE ALL UNISTRUT AND O O M HARDWARE NECESSARY TO SPAN BAR JOIST AS _/ N REQUIRED FOR A COMPLETE INSTALLATION OF THE O -'DLIGHTING SYSTEM. O O < Q 6. PROVIDE SEPARATE BOXES FOR GANGED SWITCHES 3:o ON SEPARATE BRANCH CIRCUITS. ^Z o O 7. CONTRACTOR IS RESPONSIBLE FOR THE COMPLETE z O INSTALLATION OF THE LIGHTING SYSTEM AS �) Z r a INDICATED ON PLANS AND/OR AS MODIFIED TO I�g O k M ACCOMMODATE EXISTING OBSTRUCTIONS.IDENTIFY `�\_l _1 o CONFLICTS PRIORTO ROUGH-IN.WHERECONFLICTS Qo WITH EXISTING UTILITIES OCCUR,ADJUST FIXTURE LLI Z LOCATION AS REQURED.FIXTURES SHALL BE Z INSTALLED AS NEAR AS POSSIBLE TO LOCATIONS . m INDICATED ON PLANS. 0 cl J z� KEYNOTES ag � Qo w 16.125 EXISTING LIGHT FIXTURES TO REMAIN UNLESS NOTED OTHERWISE. Z m O ISSUE BLOCK 7 �8 9 10 t coa ADJUST AIMING OF EMERGENCY LIGHT LAMP HEADS AS REQUIRED TO PROVIDE PROPER ILLUMINATION AT FLOOR,AVOIDING OBSTACLES AND SHADOWS AFTER STORE SET-UP IS COMPLETE,TYP 3 4 ® E1.2 E1.2 I I Doa I � ooa coa ]- m I YP TYP p 16.12s TYP 16.125 I - J 6125 _ CHECKED BY: IRS I I Doa I Doa I �� ooa coa Doa Doal Boa TYP 16.125 DRAWN BY: JL TYP 24 PROTO CYCLE: 0&30/25 16.125 p DOCUMENT DATE: 09/03/25 Q ®I >ol m ®I Doa ® >cA XA 191 X xA® t91 1 191 I I i i yEPH1 coa Xr7Z � - F � - - - � - - � - - � - - � - - - - - - - F - - F - - H H Fi � � � H H H H H E � — — — k. I I T R H D t 2 1 2 2 JIB EVC i EVC1 EPHi _— _—_ — — — — — II�� coa coa coa ooa coa '-------- A 35res o-. 7 8 E1.3 E1.3 E7.2 E7.2 UNAl-�`� 0 9/0 412 0 2 5 .3 ' ��_ _ _ - 1I LIGHTING �!2 ------ ---- PLAN E1.31 7-1 E1.3 E1.3 E1.3 E1.3 1 ° EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING LIGHTING PLAN ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND 1 EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING EXISTING LIGHTING FIXTURES NOT SHOWN ARE EXISTING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: TO REMAIN AND ARE NOT AFFECTED BY THE SCOPE OF DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF E 1 WORK ON THIS PROJECT.THIS INCLUDES ALL GENERAL EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO LIGHTING,EGRESS LIGHTING AND EXIT LIGHTING. FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. 0 ARCHITECT. RECORD: BRR ARCHITECTURE,INC n R� (9 F . o 3t O5'a°'a°am O Z `�� B 3�awa-oz°z"i°€° F iw3�e°NQo€a 'a'a a N" boa 2 3 4 1 — 5 — — 6 — — �7 — — —❑ — — — ❑— — — 10— t9w ; oil z I ❑• ' xw U U DIMENSIONS ARE BASED ON THE WALMART o J PROVIDED MERCHANDISE PLAN.FIXTURE LOCATIONS ON SITE CAN VARY,AND LIGHTING FEATURES AND POWER MAY • • O O N NEED TO BE ADJUSTED ACCORDINGLY. O O ro � - 0 _ o :iS :iS :iS :iS :iS :iS :iS :s6 Z 2—o o ,iS siS siS siS siS siS (a6 noon Z a _ os❑ ,iS ,iS ,iS ,iS ,iS ,a6 0 0 O m ❑oo❑ K o W Z o z -Zo � a�r i,a�o r 1 r r ear m a n •� ❑ JZ� o w 8 o m m v ® o Z a o e �r-r 0 `O u ,. , 0 G .:G I� .:.. a o. 5'-8� .,G � Ej E HiP2-10 23' 4•' H ❑ % ��II LLH1P2- UTILIZE AIRCRAFT CABLE AND HANGARS , _ H �I L71 FURNISHED WITH FIXTURES TO SUSPEND , �^ TO 13'-0".REFERENCE MANUFACTURER'S r _ INSTRUCTIONS FOR DETAILS ON R I ATTACHING AND ALIGNING FIXTURES - — — — — — V � � — — — — ��I ? _ _ T ❑ ❑ ❑ ❑ 6 USING HARDWARE PROVIDED,TYP. �i•1 — _ — — � — CHECKED BY: RS DRAWN BY: JL —h ❑ fL� °">°�" E • PROTO CYCLE: O5130125 �+� ❑ ❑ ® a • DOCUMENT DATE: 09/03/25 Ell oH ❑ % � • rzTl "T f... C LEI—h— ❑ r� n n ❑ �} 9'-6. �4.-9" 13'-0" 13'-8" �� • IEEE EEI QH2P7-22 H2P1-20 17- 1 o � o � � ® �w%till o D A 3sns o05.. .® q{-µby' 09/04/2025 �� LIGHTING LIGHTING FEATURE PLAN EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF E 1 .1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. KEYNOTES 16.090 REPLACE EXISTING LIGHT FIXTURES IN THIS AREA WITH TYPE AND QUANTITY INDICATED. 1 O I INSTALL NEW LIGHT FIXTURE IN SAME LOCATION ARCHITECT OF RECORD: AS EXISTING LIGHT FIXTURE BEING REPLACED. RRR ARCHITECTURE,INC RECONNECT TO EXISTING CIRCUITRY AND FwvERUF H21`1-10� CONTROLS. —ERUHD FwRc,Ks sszoa 16.129 TYP 4 4 16.125 EXISTING LIGHT FIXTURES TO REMAIN UNLESS ..,....n.....n..om E1.4 NOTED OTHERWISE. ID — — — 16.126 EXISTING LIGHT FIXTURE TO BE DEMOLISHED. F-0 ers-ns..son. 16.129 CONNECT TO EXISTING CIRCUIT PREVIOUSLY 10 SERVING AREA LIGHTING THAT WAS REMOVED. TMP�J MAINTAIN EXISTING CIRCUIT CONTROL UNLESS NOTED OTHERWISE.PROVIDE CONSTANT HOT 16.126 FOR EMERGENCY EXIT AND LOCALLY SHADE CLOTH CONTROLLED LIGHT FIXTURES. ID — — m 16.149 REPLACE EXISTING LIGHT SWITCH WITH OCCUPANCY SENSOR. y o C m m m m 16.489 RELOCATE,EXTEND,AND RECONNECT w �� awo SHADE CLOTH CIRCUITRY AND ELECTRICAL DEVICES FOR RELOCATED AND/OR NEW EQUIPMENT.VERIFY CONDITION OF BRANCH CIRCUITRY,CONDUITp 16.125 m m m m AND WIRE TO ENSURE THEY MEETALL U.L. ` 3tag'ah�'a°am C m m m m RATINGS AND REPLACE AS REQUIRED.VERIFY ZN '�o`upuop FINAL LOCATION OF RELOCATED/NEW °-`a w6ypz°H €D 10 m m m m EQUIPMENT WITH WALMART CONSTRUCTION z$3 ao 3`€a to STARTER ROW B — — — MANAGER PRIOR TO ROUGH-IN. g 3Q=gz wrooN G!N FIXTURE,TYP OF Qzo GARDEN CENTER LIGHTING PLAN GARDEN CENTER LIGHTING DEMO PLAN 1"=20'-0" V 1"=30'-0" TYP 50 �w 13 24 PICKUP COOLER PICKUP FREEZER z z =W z IL /gy o ®� IL :u U ADD T-BAR AND CEILING TILE TO PATCH CEILING WHERE '� 8 2X4 LIGHT FIXTURES ARE REPLACED BY 2X2 LIGHT _ ° PROVIDE STAINLESS STEEL FIXTURES.NEW 2X2 LIGHT FIXTURES SHALL MAINTAIN H1P1_16 y 13 COVER PLATES TYP IN CONSISTENT SPACING(E.G.,ALL 2X2 INSTALLED IN PLAN as 16.129 RESTROOMS AND FAMILY TOILET NORTH END WHERE 2X4'S ARE BEING REPLACED). 16.125 HPU-19 e o o 16.149 O O N 1OTYP 27 +102" TYP �o c rn 16.125 O O O Q I , ETR os PERSONNEL �o 16.489 �8 O �.., 16.125 O J M G — — — — — — — — — — — — — MEN 0 O Q o T O O O 0 0 o r[Ti 18 Z W m WZ _ o zoo ®» U ��(��\ 0 0 0 0 \/ H1P1-i6 TRAINING go Z 16.129 N iv , i - o \ � o o v � 18 TYP FAMILY 0 0 \ z ETR 0 O O O O O 0 / MOTHER'S ROOM 0 0 0 ISSUE BLOCK 9 16.090 TYP > o�_. WOMEN 8 16.090 TYP 0 O 0 0 0 0 0 0 0 0 J — P�' � , ETR lus — ,, NREAR RESTROOM LIGHTING PLAN PICKUP LIGHTING PLAN CHECKED BY: IRS DRAWN BY: JL ADD T-BAR AND CEILING TILE TO PATCH CEILING WHERE PROTO CYCLE: OS/30/25 2X4 LIGHT FIXTURES ARE REPLACED BY 2X2 LIGHT PROVIDE STAINLESS FIXTURES.NEW 2X2 LIGHT FIXTURES SHALL MAINTAIN DOCUMENT DATE: 09/03/25 STEEL COVER PLATES CONSISTENT SPACING(E.G.,ALL 2X2 INSTALLED IN PLAN 6 TYP IN RESTROOMS NORTH END WHERE 2X4'S ARE BEING REPLACED). ® O ® \ 9 16.090 TYP 0 � 6 s ° TYP 7 1s.1zs 0 0 - 11 11 WOMEN J L J L J REPLACE EXISTING LIGHT FIXTURES IN THIS AREA WITH TYPE AND QUANTITY INDICATED.INSTALL C 0 — — — 0 — _ NEW LIGHT FIXTURES IN SAME LOCATION AS — — ° r 1 EXISTING LIGHT FIXTURES BEING REPLACED, 1°1 8 TYP TYP OF RESTROOMS L J 16.125 WOMEN TYP 0 wasr-= S ° E ° OA7� 16.126 16.489 MANAGEMENT r, PERSONNEL„ 0 0 0 0 0 0 0 0 0 _` O -I- Q� 16.126 !Y, MEN 1 1 { r-1 o o ° I of I o I o o ,� u L J "I�"`TfT TYP II L L JL 1 J — TYP MEN III ' "7oNALb� �T 16.126 -:T-I:�I —— 15.126 r_- I*I 1 r, r, 0 0 II 0 MEN 0 0 ° ° ° ° y I 09/oa/2o25 L_J r-1 FAMILY L_J 1`1 IL'J' 0 T1P ENLARGED LJ LJ .6.126 LIGHTING L-.".,�L I �Tr'P p CBL ROOM TRAINING 0 0PLAN 0 0 o rFRONT RESTROOM LIGHTING DEMO PLAN WOMEN LJ LJ os _— _.__- EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND ILURE REAR RESTROOM LIGHTING DEMO PLAN FRONT RESTROOM LIGHTING PLAN SHALL FIELD VERIFY EXISTING CONTRACTOR TO SPECIFICATIONS TH MSELF WITH THIS KNFIEOWLEDGD.THE E DOES SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES J 1/8'=1'-°• 1/4"=1'-°„ PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF E 1 .2 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. KEYNOTES 16.090 REPLACE EXISTING LIGHT FIXTURES IN THIS AREA WITH TYPE AND QUANTITY INDICATED. INSTALL NEW LIGHT FIXTURE IN SAME LOCATION ARCHITECT OF RECORD: AS EXISTING LIGHT FIXTURE BEING REPLACED. RRR ARCHITECTURE,INC RECONNECT TO EXISTING CIRCUITRY AND FwvERUe CONTROLS. -ERUHD FwRc,•s ssz•• 16.125 EXISTING LIGHT FIXTURES TO REMAIN UNLESS ..,....n.....n.°°m NOTED OTHERWISE. 16.126 EXISTING LIGHT FIXTURE TO BE DEMOLISHED. Fwx.•.x-xsx-•••• 16.129 CONNECT TO EXISTING CIRCUIT PREVIOUSLY SERVING AREA LIGHTING THAT WAS REMOVED. MAINTAIN EXISTING CIRCUIT CONTROL UNLESS NOTED OTHERWISE.PROVIDE CONSTANT HOT FOR EMERGENCY EXIT AND LOCALLY CONTROLLED LIGHT FIXTURES. 16.131 CONNECT TO EXISTING CIRCUIT. 16.133 EXISTING LIGHT FIXTURES TO BE RELOCATED TO o NEW LOCATION AS SHOWN. 2' g�g 16.489 RELOCATE,EXTEND,AND RECONNECT rn S H w V1 a z d CIRCUITRY AND ELECTRICAL DEVICES FOR w °= F "sw3C44 RELOCATED AND/OR NEW EQUIPMENT.VERIFYQ CONDITION OF BRANCH CIRCUITRY.CONDUIT KO 3t a¢ a U'a°p8 AND WIRE TO ENSURE THEY MEETALL U.L. LL >Ey RATINGS AND REPLACE AS REQUIRED.VERIFY 3¢•°w CSjpzoy� €o FINAL LOCATION OF RELOCATED/NEW EQU zW; soy Qo€a IPMENTWITH WALMART CONSTRUCTION g 3Q�giw MANAGER PRIOR TO ROUGH-IN. a z oe r F <. z 2W z 0 U y %0 N W 00 � �o z° s �� a Z Ld Q Q a W Z � Z UJ m o zuo g J -Z N Qo w Z 8 16.125 16.125 ADD T-BAR AND CEILING TILE TO PATCH CEILING WHERE o 8 TYP OF 7 2X4 LIGHT FIXTURES ARE REPLACED BY 2X2 LIGHT 16.133 FIXTURES.NEW 2X2 LIGHT FIXTURES SHALL MAINTAIN REF 8-E1.3 r HiPi-9 HiPi-7 LE: CONSISTENT SPACING(E.G.,ALL ZX2 INSTALLED IN PLAN 5 ISSUE BLOCK -- -_ _ _-- -_ S NORTH END WHERE 2X4'S ARE BEING REPLACED). ----- --- ------------—---J 16.131 . 16.131 TYP _ TYP 16.126 rn-I 9 16.090 TYP 16.126 D -H2P7 - - - - --_--- ----�------;--=-� ill y 16.125 16.131 TYP OF3 TYP OF 6 r1 r1 J LJ LJ LJ LJ LJ , r1 r1 r1 r1 I,I ®' [El ®• 1 s.183 I I` I` I` I` I` • 31 • 4i` r , REF7-E1.3 � I L r, r IILIII rp LJ LJ LJ / CUSTOMER SERVICE PICKUP STORAGE I I I I H CUSTOMER SERVICE WHITE BOX r1 r1 r1 r1 r1 r1 r1 LJ LJ III ®° ®° 16.125 r1 r1 I`I I`I I`I I`I I`I I`I I`I PICKUP STORAGE III IL`I IL`I H LJ LJ LJ LJ LJ LJ LJ III -- -T- ----- r1 r-1 Lug \ II I I T- - - - - - - - �--� _ I I C -e �� t r1 r1 r1 r �T 1 T1 r1 LJ LJ LJ LJ LJ TYP OFa -LJ _ �=== J s1 L LJ LJ LJ _ _ _ _ r� 16.133 C ---____ 'I - - - ___�➢-_ REF7-E1.3 r J`_ -------aJ I` r--o----o- ---o- 16.125 I e • r1 r1 F� I L I L-------------------- {�J AP OFFICE ® ® ® I I I I I CHECKED BY: IRS I H2P1 L J L J L J DRAWN BY: JL C - L i6.131 PROTO CYCLE: 05/30/25 DOCUMENT DATE: 09/03/25 SALES FLOOR LIGHTING PLAN PICKUP & CUSTOMER SERVICE LIGHTING DEMO PLAN � USTOMER SERVICE LIGHTING PLAN WHITE BOX LIGHTING DEMO PLAN 1/8"_,'-0" , V / ,/8"_1'-0" I I A II III hill I=_=IIIIII Ir.=11" > V ° 0— � — RUT 2 3 4 ETR - - - - C - - - E E - ETRT D--•-C 1s.1z5 wasr: S M RUCTU AREF 3 E1.3 E E H2P1-1 TYP L) STRUCTURE,REF 16489 16.129 C - 16.126 �� p� 2/E1.4.TYP OF 7 • . . I I a a 4'-0" 10'-0" H2P1-5 - n n n 6'-0" 20'-0" s.1zs C-� C-� II II A 3sns o.. AP OFFICE NpJµb 6•� 18' 0" -CART STORAGE H H H �OtJALb� • e a,_p„ � �J B �-----------JL �•� -I os/oa/zozs II REF 4-E7.3 SUSPEND TO 10'-0", C== C=� LI L U C I� rl 6.489 - REFWE1.4.TYPAT GRVESTIBULE GRVESTIBULE ENLARGED 6.126 - _ ` CARTSTORAGE.SUSPEND TO 10'-0",39 TYP - - - - -REF3/E1.4.TYPAT n n n 16.126 - - - - - - - 39 TYP- - CARTSTORAGE. I•I I•I I•I TrP B GR VESTIBULE LIGHTING DEMO PLAN LIGHTING H H H AP OFFICE 16- PLAN A_ F = CART STORAGE I CART STORAGE B �• !I-- �•� CART STORAGE- - I�MOUNT AT o i o GM VESTIBULE u u v v i ---------- STRUCTURE,REF GM VESTIBULE I C= C= 2/E1.4.TYP OF 6 r1 - H EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND GM VESTIBULE LIGHTING PLAN ILURE GM VESTIBULE LIGHTING DEMO PLAN GR VESTIBULE LIGHTING PLAN SHALL FIELD VERIFY EXISTING CONTRACTOR TO SPECIFICATIONS TH MSELF ITHT IS KNFIEOWLEDGD.THE E DOES SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES J 1/16•=1'_p• L 1/g^=1_p^ PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF E 1 .3 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. LIGHT FIXTURE SCHEDULE • "OW"FIXTURES AND LAMPS ARE FURNISHED BY THE OWNER FOR INSTALLATION BY THE CONTRACTOR."GC"FIXTURES AND LAMPS ARE FURNISHED AND INSTALLED BY THE CONTRACTOR. SUPPLIED INPUT COLOR LAMP ARCHITECT OF RECORD: TYPE BY DESCRIPTION MANUFACTURER MODEL VOLTAGE VA TEMP LIGHT SOURCE QTY MOUNTING COUNT BRR ARCHITECTURE,INC 1 OW 8'STRIP LITHONIA LIGHTING CLX L96 1000OLM HEF FDL MVOLT GZ10 40K 80CRI PLR1G WH 120/277 67 VA 4000K INTEGRAL LED SURFACE 12 FwvENDe 4 OW 4'SEALED STRIP W/CORD 12 SYSTEMS NX1 11 W 40K 00 S FX1 S 120/277 44 VA 4000K INTEGRAL LED SURFACE 25 ER- 9 OW 2'x 2'VOLUMETRIC TROFFER ACUITY BRANDS LIGHTING INC 2BLT2 40L ADSM GZ10 LP840 120/277 32 VA 4000K INTEGRAL LED RECESSED 112 13 OW EXIT SIGN LITHONIA LIGHTING LQM S W RG MVOLT EL SD 120/277 3VA - INTEGRAL LED - STEM/CEILING 1 .......... /WALL 18 OW EMERGENCYLIGHT DUAL-LITE EVHC61DP-WM 120/277 3VA INTEGRAL LED WALL/CEILING 9 19 OW EMERGENCY LIGHT DUAL-LITE EVHC61DP-WM W/T BAR HANGER 1201277 3VA INTEGRAL LED WALL/CEILING 2 24 OW CIRCULAR RECESSED DOWNLIGHT ACUITY BRANDS LIGHTING INC LBR6 10LM 35K WR MWD MVOLT 90CRI UGZ 1201277 13 VA 3500K INTEGRAL LED RECESSED 6 27 OW EMERGENCY LIGHT-REMOTE HEADS DUAL-LITE EVHC61DP-0-WM W/EVODW 120/277 3 VA INTEGRAL LED WALL 1 31 OW 8'STRIP(WIRELESS DIM) LITHONIA LIGHTING CLX L96 8000LM HEF ROL MVOLT EOHN 40K 80CRI PLRIG AE1 CD WH 1201277 53 VA 4000K INTEGRAL LED REF DETAILS 6 39 OW 8'STRIP(18%UPLIGHT) GE LIGHTING SOLUTIONS LLC LUSC8AOAOVIT40VQCSWHTE 120/277 80 VA 4000K INTEGRAL LED REF DETAILS 17 50 OW 4'SEALED STRIP Columbia LXEM440HL-RFA-E-USSL 120/277 47 VA 4000K INTEGRAL LED - SURFACE 4 56V OW SUSPENDED LIGHTING STRUCTURE ACUITY BRANDS LIGHTING INC ACUITY:ALG3IJCPUSBD012 LA-3 GEN2 120/277 800 VA 3000K INTEGRAL LED - SUSPENDED 1 wzNq SOLAIS:SOL RBI-LCM-I-NFL-940-056 LA-3 GEN2 S t= FSo�_ 4a 57V OW SUSPENDED LIGHTING STRUCTURE [ACUITY BRANDS LIGHTING ACUITY:ALG31JCPUSBDO13 LA-4 GEN2 120/277 800 VA 3000K INTEGRAL LED - SUSPENDED 4 ww3S INC][SOLAIS] SOLAIS:SOLRB1-LCM-I-NFL-940-056LA-4 GEN2 < 3t°gaw�Da� 58V OW SUSPENDED LIGHTING STRUCTURE [ACUITY BRANDS LIGHTING ACUITY:ALG31JCPUSBDO15 LA-5 GEN2 120/277 400 VA 3000K INTEGRAL LED - SUSPENDED 4 ff r mo o¢ INC][SOLAIS] SOLAIS:SOL RBl-LCM-I-NFL-940-056 LA-5 GEN2 zz 3LLa wO y`uow o€ 65 OW 41N SQUARE DOWNLIGHT LITHONIA LIGHTING LBR4SQ AL0210LM SWWI WR LSS MWD MVOLT UGZ 120/277 13 VA 3000K INTEGRAL LED - RECESSED 13 r iw3�soNQo€a 68R OW CIRCULAR RECESSED DOWNLIGHT ACUITY BRANDS LIGHTING INC LBR6 07LM 40K AR LSS MWD MVOLT UGZ 1201277 8 VA 4000K INTEGRAL LED - RECESSED 66 85 OW 13"GLOBE PENDANT LIGHTWITH MEDIUM BASE LAMP BOCK H000006-WH-14-MED5-643WH-G1 120 14 VA 3000k 14A21 DIM/830[GRC](LED - SUSPENDED 4 a oo ,°°�w:a- SOCKET,CORD MOUNT,WHITE FINISH A19 LAMP,1600L) N €y �o H v o e W 87 OW 3 LIGHT RECESSED MUTIPLE,WHITE FINISH ACUITY BRANDS LIGHTING INC 3LH-N1 N2N3-15LM-30K-MVOLT-SPW-ZT-WH-HBTL-MEZ136454 120/277 48 VA 3000K MODULAR LED RECESSED 13 91 OW 4FT SUSPENDED LED LINEAR SLOT LIGHT ACUITY BRANDS LIGHTING INC S1 LD-LLP4FT-MSLX-90CRI-30K-70OLMF-MINI-MVOLT-WHT-ZT-F1/72A- 120/277 25 VA 3000K INTEGRAL LED - SUSPENDED 5 RDCY-WCRD 92 OW 8FT SUSPENDED LED LINEAR SLOT LIGHT ACUITY BRANDS LIGHTING INC S1 LD-LLP-8FT-MSLX-90CRIJ0K-70OLMF-MINI-MVOLT-WHT-ZT-F1f72A- 1201277 50 VA 3000K INTEGRAL LED - SUSPENDED 4 RDCY-WCRD 93 OW UNDER CABINET LIGHTING-46" LOUISVILLE LAMP CO. RT5HO-LED46-30FR-2-000 120 ISVA 3000K INTEGRAL LED SURFACE 2 4A dos LIGHT FIXTURE NOTES(APPLIES TO ALL LIGHT FIXTURES): A.SUPPORT ALL RECESSED OR LAY-IN LIGHT FIXTURES DIRECTLY FROM THE FIXTURE HOUSING TO THE STRUCTURE ABOVE,WITH A MINIMUM OF TWO 12-GAUGE STEEL WIRES LOCATED AT DIAGONALLY OPPOSITE CORNERS.FIXTURE SUPPORT WIRES MAYBE SLIGHTLY LOOSE TO ALLOW z M THE FIXTURE TO SEAT IN THE GRID SYSTEM.ATTACH LIGHT FIXTURES TO THE SUSPENDED CEILING SYSTEM TO RESIST 100 PERCENT OF THE FIXTURE WEIGHTdu ACTING IN ANY DIRECTION.COMPLETE IN ACCORDANCE WITH APPLICABLE BUILDING CODE REQUIREMENTS. z < 8 v to 2 W z 0 U y �0 N W 00 � �o THE SHADE CLOTH LIGHT FIXTURE COMES PRE- ..Z p r ASSEMBLED.ELECTRICAL CONNECTIONS TO FIXTURE O� O ARE MADE USING PRE-MADE INPUT AND EXTENSION MOUNTING BRACKET PROVIDED z r 0 CABLES SUPPLIED BY MANUFACTURER.DO NOT DRILL WITH LIGHT FIXTURE TYP.SECURE 0 r a OR PENETRATE FIXTURE HOUSING.IF FIXTURE HOUSING MOUNTING BRACKET TO TRUSS O?M IS PENETRATED OR DAMAGED,THE CONTRACTOR IS AND LIGHT PER MANUFACTURER'S (— PROVIDE CONDUIT RESPONSIBLE FOR FIXTURE REPLACEMENT. RECOMMENDATIONS,TYP Q AND JUNCTION BOX Il Ld Z TO EACH STARTER `J ROW FIXTURE Z W o Z of �O PROOF n WEATHER PR J � JUNCTION BOX LIGHT FIXTURE 1 n[�\ Z U�J N r INSTALL FURNISHED FIXTURE CABLING BETWEEN FIXTURES.SECURE TO w INPUT CABLE PROVIDED TRUSS WITH WIRE TIES WITHIN 6"OF m WITH FIXTURE.COIL EVERY FIXTURE AND EVERY 3' EXCESS CABLE AROUND BETWEEN FIXTURES.COIL EXCESS z SHADE CLOTH TRUSS CABLE AROUND SHADE CLOTH TRUSS. m O PROVIDE 1-1/4"FENDER NO CONNECTION OF ANY KIND WASHER,LOCK SHADE CLOTH TRUSS ISSUE BLOCK SHALL BE MADE TO JOIST WEB WASHER AND NUT,TYP MEMBERS OR JOIST BRIDGING LIGHT FIXTURE PROVIDE 1/4"BOLT AND MOUNTING BRACKET 1-1/4"FENDER WASHER CONTRACTOR TO PROVIDE GALVANIZED HARDWARE FOR ALL OUTDOOR INSTALLATIONS LIGHT FIXTURE SHADE CLOTH LIGHTING NTS 07/27/18 PROVIDE 1-1/4"FENDER BOTTOM CHORD ATTACH AND ALIGN FIXTURES USING CHECKED BY: RS WASHERS,TYP OF BAR JOIST SCREWS,ANCHORS,AND/OR TABS FURNISHED WITH FIXTURES DRAWN BY: JL SLIDING HANGER FURNISHED WITH UNISTRUT SHALL SUPPORT NO PROTO CYCLE: 05/30/25 FIXTURE,TYP MORE THAN 100LBS IF P3300 IS TIGHTEN FURNISHED USED AND NO MORE THAN 215LBS DOCUMENT DATE: 09/03/25 HANGER SCREW TO IF P3000 IS USED SECURE HANGER TO FIXTURE,TYP INSET BAR JOIST TYP PROVIDE 1/4"HEX HEAD BOLT,NUT AND LOCKWASHER,TYP INSET PROVIDE UNISTRUT PER FLANGE CLIP(CADDY M24S OR SPECIFICATIONS.LENGTH AS EQUAL)NUT AND REQUIRED TO SPAN JOISTS. LOCKWASHER SECURE TO TOP CHORD OF BAR NO CONNECTION OF ANY KIND JOIST SHALL BE MADE TO JOIST WEB MEMBERS OR JOIST BRIDGING BAR PROVIDE UNISTRUT PER BAR JOIST, PROVIDE ALL-THREAD JOIST,TYP SPECIFICATIONS.LENGTH AS TYP CONNECTION FOR END OF ROW REQUIRED TO SPAN JOISTS.SECURE REF MANUFACTURER'S"GENERAL O FIXTURES EXTENDING FURTHER REF MANUFACTURER'S"GENERAL TO TOP CHORD OF BAR JOIST PROVIDE UNISTRUT PER FITTINGS SPECIFICATIONS"FOR THAN 2'-0",UNSUPPORTED FITTINGS SPECIFICATIONS"FOR SPECIFICATIONS.LENGTH AS DESIGN BOLT TORQUE SLIDING HANGER DESIGN BOLT TORQUE UNISTRUT SHALL SUPPORT NO REQUIRED TO SPAN JOISTS. MORE THAN MOR0LBSE IF THAP33N 215 SECURE JOIST BOTTOM CHORD INSET FURNISHED WITH FIXTURE, USED AND NO MORE THAN 215LBS OF BAR JOIST NO CONNECTION OF ANY KIND TYP IF P3000 IS USED SHALL BE MADE TO JOIST WEB MEMBERS OR JOIST BRIDGING TIGHTEN FURNISHED UNISTRUT SHALL SUPPORT NO HANGER SCREW TO SECURE MORE THAT I OOLBS IF P3300 CONTRACTOR SHALL INSTALL LIGHT HANGER TO FIXTURE,TYP IS USED AND NO MORE THAN FIXTURES PER MANUFACTURER UNISTRUT 215LBS IF P3000 IS USED RECOMMENDATIONS PROVIDE LOCKING PROVIDE ALL THREAD PROVIDE LOCKING SPRING NUT SPRING NUT CONNECTION TO CONTRACTOR HAS THE OPTION TO USE BLANK MALE CONNECTOR ELECTRICAL INSTALL 1/16"AIRCRAFT EITHER METHOD OF INSTALLATION SHOWN ALL-THREAD SHALL BE A AND DECORATIVE END CAP PROVIDE 1/4"ALL-THREAD, EQUIPMENT CABLE AND GRIPPER SOLID PIECE.NO SPLICES AT END OF EACH ROW 1-1/4"FENDER WSHER,LOCK NUT FOR CONNECTION FIXTURES SHIPPED FU FURNISHED WITH FIXTURE LLY ASSEMBLED ALLOWED WASHER AND NUT,TYP PROVIDE AIRCRAFT CABLE TO LIGHT FIXTURE WITH ELECTRICAL 8 MECHANICAL ALL-THREAD SHALL SUSPENSION SYSTEM FOR CONNECTORS FOR CONTINUOUS ROW MOUNTING BRACKET SLIDING HANGER FURNISHED BE A SOLID PIECE.NO - INSET. CONNECTION TO Q MOUNTING WITH FIXTURE,TYP UNISTRUT SPLICES ALLOWED ELECTRICAL EQUIPMENT CONTRACTOR SHALL PROVIDE AND PROVIDE D' UNISTRUT CONNECT ALL POWER AND CONTROL TIGHTEN FURNISHED HANGER UNISTRUT WIRING BETWEEN LIGHT FIXTURES WHEN SCREW TO SECURE HANGER LOCKING SPRING �Q p� TO FIXTURE,TYP NUT,TYP PROVIDE LOCKING ROW OF FIXTURES IS INTERRUPTED INSET SPRING NUT,TYP OQ1 F' owl PROVIDE PROVIDE 1/4"ALL-THREAD, /Y LOCKING SPRING CONTRACTOR SHALL PROVIDE ALL UNISTRUT 1-1/4"FENDER WASHER LOCK NUT,TYP UNISTRUT CAN BE MOUNTED TO THE TOP AND HARDWARE NECESSARY SPAN BAR WASHER AND NUT,TYP LETE OF EITHER THE TOP CHORD OR BOTTOM c INSTALLATION ST AS REQUIRED FOR A M TALLATION OF THE LIGHTING NG SYSTEM. CHORD OF THE BAR JOIST PROVIDE 1/4"HEX HEAD BOLT, �OrSTew�F,'cc� PROVIDE 1/4"HEX HEAD BOLT, 1-114"FENDER WASHER,AND PROVIDE 1/4"HEX HEAD BOLT, 1-114"FENDER WASHER,AND INSET CONTRACTOR HAS THE OPTION TO USE LOCK WASHER,TYP INSET 0 9/0 412 0 2 5 1-1/4"FENDER WASHER,AND INSET BOTTOM CHORD IF STRUCTURE CONSISTS OF BEAMS INSTEAD LOCK WASHER,TYP TOP CHORD OF EITHER METHOD OF INSTALLATION SHOWN TOP CHORD LOCK WASHER,TYP OF BAR JOIST OF BAR JOISTS,LOCATE UNISTRUT TO THE BAR JOIST - ---- OF BAR JOIST TOP OF THE LOWER BEAM FLANGE.PROVIDE LIGHTING BEAM CLAMPS TO SECURE UNISTRUT TO SUSPENDED LIGHTING CONNECTIONS TO STRUCTURE BEAM AS REQUIRED. SALES FLOOR LIGHTING GENERAL ELECTRICAL CONNECTIONS TO STRUCTURE DETAILS AND J NTS 09/27/19 , L I NTS 0-7118 I NTS 07/27/18 SCHEDULES EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF E 1 .4 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. FEEDER SCHEDULE GENERAL POWER NOTES ALLCONDUITAND CONDUCTOR SIZES ARE BASED ON EMT WITH 40% TELEPOWER POLESX FILL,75"C RATED TERMINATIONS AND TYPE THHN77HWN-2 INSULATION. ,. ( )MOUNT JUNCTION BO (ES)TO FOR NON-EMT CONDUIT OR TERMINATIONS OR INSULATION TYPES TOP SIDE OF BOTTOM CHORD OF BAR JOIST.INSTALL RATED LESS THAN 7VC,MODIFY SIZES ACCORDING TO NEC. FURNISHED POWER POLE AND TERMINATE WIRING ® FEEDER OR GROUND SIZE TO JUNCTION BOX.PROVIDE UNISTRUT SUPPORTS ARCHITECT OF RECORD: AND HARDWARE TO SECURE TELEPOWER POLE sz3a wRCCCNl F CTURE,INC PLUMB TO BUILDING STRUCTURE.REF POWER POLE 1 1 CONNECTION DETAIL. Die ao npwmKs sszoa c 2. PROVIDE LIQUID-TIGHT FLEXIBLE METAL CONDUIT _ 8 AND WIRING FROM DISCONNECT SWITCH OR FAx.szs-zsz-sn.. JUNCTION BOX TO EQUIPMENT KNOCKOUT OR �\ ELECTRICAL CONNECTION POINT. L3D / LFS BRKRSTACKED H STACKED L4D1 � TFS STACKED STACKED 3. WHERE EQUIPMENT NAMEPLATE PROTECTIVE DEVICE RATING DIFFERS FROM SIZE PROVIDED, T3D L2B H2B H2B NOTIFY WALMART CONSTRUCTION MANAGER L4B IMMEDIATELY TO COORDINATE RESOLUTION. H.,B L2D1/L2D2/ 4. ELECTRONIC FIRE PROTECTION/SECURITY ALARM w a o T2D STACKED BOXES AND CONDUITS SHOWN ON POWER PLANS T4D4 ELECTRICAL CONDUIT SHALL BE PROVIDED UNDER THIS CONTRACT.IN o u TERMINATED IN THE BACK OF ADDITION,UNLESS NOTED OTHERWISE,THE THE INSIDE OF THE CABINET FOLLOWING GENERAL NOTES APPLY: Q DATA WITH 15A TWIST LOCK OUTLET A. ALL ALARM JUNCTION BOXES SHALL BE O 3E<Q `w'aDgm Ha6 fL� HoQow=� ENCLOSURE L2U� COORDINATE POE SWITCH RECEPTACLE 4"X4"X2-1/8"MINIMUM. z �� o �oowl 16489 16.145 LOCATION AND HEIGHT WITH SECURITY B. ALARM RACEWAYS SHALL BE 3/4"MINIMUM WITH O z�3 za lwz=°'Hl REF 11-E2.2 CONTRACTOR PRIOR TO INSTALLATION PULL WIRE AND INSULATING BUSHINGS AT END w �soNQo€<G!w 2"EMTCONDUIT � �0 L2D1-26 OF VERTICAL RACEWAY RUN. Qoo Bi wr J orc3 RAN TO BUILDING STEEL - C. VERTICAL RACEWAYS FROM ALARM BOXES D_ w 1 ���6- AND OUT TO NEW PHARMACY - - SHALL BE EITHER CONCEALED INSIDE WALL OR N €y �o"4voe WITH THREADED BUSHINGS 3"EMT CONDUIT SURFACE MOUNTED(TO MATCH JUNCTION BOX E L E C R M 4 ACC M E C H ROOM E L E C RM 2 RAN TO BUILDING STEEL MOUNTING).ALL VERTICAL RUNS SHALL AND OUT TO SALES FLOOR TURNED 90-DEGREES AT TOP SIDE OF BOTTOM 5 „q^ 4 q^_,•_p^ 3 q"=,,-p„ WITH THREADED BUSHINGS CHORD OF BAR JOIST AND EXTENDED HORIZONTALLY TO A LOCATION ACCESSIBLE BY VERTICAL FLOOR TYPE LIFT. 4A §o s 5. UPON COMPLETION OF ELECTRICAL INSTALLATION AND PRIOR TO ENERGIZING CIRCUIT: W ; A. INSPECT WIRE AND CABLE FOR PHYSICAL DAMAGE. B. PERFORM CONTINUITY TEST. - O 8 C. VERIFY PROPER PHASING CONNECTION TO ALL 6 J 5 ) ( ) 7 ) ( ) 9 1 O THREE PHASE MOTOR LOADS. .. 6. CONDUIT AND WIRING TO RTU'S AND AHU'S SHALL BE y ZW THROUGH EQUIPMENT CURB.NO ROOF z L� I PENETRATIONS OR CONDUITS ROUTED ACROSS U El® LJ 2 ROOF ARE PERMITTED. E2 7. REFERENCE PROTECTIVE DEVICE SETTINGS REPORT U FOR PROTECTIVE DEVICE MANUFACTURER,TYPE, o � AND SETTING REQUIREMENTS. N L ❑. KEYNOTES O OC-:!:< � III III III tl r ❑ G 4 5 16.145 CONNECT CIRCUIT(S)TO EXISTING BRANCH ^Zo 6 7 E2.2 E2.2 CIRCUITRY.MINIMUM WIRE SIZE AND 7 0, a 8 PANELBOARD CIRCUIT ARE NOTED.VERIFY SIZE, L ^ RATING AND CONDITION OF EXISTING BRANCH �) In _ —I _ _ _ _ " _ _ _ _ CIRCUIT CONDUIT AND WIRE PRIORTOUSETO �M�IU1 O m �� / ENSURE THAT THEY MEET REQUIRED SIZE,AND LJ �o ALL U.L.RATINGS AND REPLACE AS REQUIRED. - + 16,201 EXTERIOR SIGN POWER:WHERE ELECTRICAL J�J `J WZ m \CL- m ROOF LINE, SIGNAGE OCCUR BELOW J Zw ROOF LINE,ROUTE POWER EL WALL A SIGN ( H O' CONTROL BOX(ES).WHERE ELECTRICAL 0� ��O p \ 0 ROOF LINE�PROVNS OR SIGNAGE IDE UNISTRUOCCUR T TO MOUNT ABOVE go U J Z CONTROL BOXES)TO BACK SIDE OF PARAPET. �l -_ - - - - - - - - - - LOW VOLTAGE W IRING FROM CONTROL BOXES) - J� TO SIGN PROVIDED AND INSTALLED BY OTHERS. a REFER TO SIGNARCHITECTURAL P DRAWINGS FOR L EXACT SIGN LOCATIONS)PRIOR TO � • I I a INSTALLATION.PROVIDE ONLY ONE Z 4 PENETRATION THROUGH THE ROOF.REF m n I I E2.3 EXISTING Ir -�I ARCHITECTURAL EXTERIOR WALL SECTIONS 5 BUSWAY BL1A \ AND SIGN ATTACHMENT FOR ROOF AND E2 I PARAPET PENETRATION REQUIREMENTS. 16.250 CONNECT CIRCUITRY TO FACTORY PROVIDED ISSUE BLOCK MAINTENANCE RECEPTACLE.ROUTE CIRCUITTO Li PHOTO LAB 4 NEAREST RTU OR AHU MAINTENANCE �-1 I L----J 16.492 E2 O RECEPTACLE CIRCUIT. 16.489 RELOCATE,EXTEND,AND RECONNECT CIRCUITRYAND CES FOR �; CONDITION OF BRANCH CIRCU TRRICAL IY,CONDUIT Imo_ _ _ RELOCATED AND/OR NEW EQUIPMENT.VERIFY EXISTING BUSWAY BL7B EXISTING _ 0 AATINGS AND REPLACENSUREE A REQET ALLIRED.V L. 3 CONTRACTOR TO FURNISH AND INSTALL NEW BUSWAY BLIC _ RATINGS AND REPLACE AS REQUIRED.VERIFY E22 FINAL LOCATION OF RELOCATED/NEW ' UNITS S BUSWAYREQUIRE CIRCUIT BREAKER PLUG-IN �� UNITS AS REQUIRED: EQUIPMENT WITH WALMART CONSTRUCTION 6 MANAGER PRIOR TO ROUGH-IN. CONTACT MEGREPS, E3 PROVIDE 2 JUNCTION BOXES,ONE AT+38"AFF FOR THE PUSH BUTTON, 16.492 E.C.SHALL COORDINATE WITH GENERAL JON MATTHEWS OR RANDY MATTHE WS ONE AT +89"FOR THE HORN. CONTRACTOR AND ARCHITECTURAL (501)821-6200 EX:301 REFER TO ARCHITECTURAL SHEETS DEMOLITION PLANS THE EXTENT OF ELECTRICAL WALMART@MEGREPS.COM FOR ADDITIONAL INFORMATION. DEMOLITION.REMOVE UNUSED DEVICES, BOXES,CONDUITS,AND WIRING BACK TO ORIGINATING NCTION BOXES OR PANELBOARDSUREFERENCE POWER PLANS FOR CIRCUITRY TO BE REUSED.DEMOLITION SHALL NOT AFFECT ACTIVE CIRCUITS.IF CIRCUIT IS DEMOLISHED ALL THE WAY TO PANELBOARDKER AND REPLACE , FILUER PLATE.UOVE IPDATETYPEWRITTEN IR CIRCUIT (G - I DIRECTORY IDENTIFYING REQUIREMENTS S"SPACE". V t - - �" "� t t - I 5 - COORDINATE EXACT REQUIREMENTS WITH CHECKED BY: IRS ® I� EXISTING CONDITIONS PRIOR TO BID. E2 3 16.507 DIGITAL DISPLAYS:MOUNT JUNCTION BOX AT DRAWN BY: JL STRUCTURE.AFTER INSTALLATION OF DROP 3 I POLE AND DISPLAY MOUNTING BRACKET, PROTO CYCLE: 05/30/25 EPH7 C EMEND CONDUCTORS IN'/:"FLEXIBLE METAL V CONDUIT,ROUTED INSIDE DROP POLE,TO EACH DOCUMENT DATE: 09/03/25 EXISTING DISPLAY MOUNTING BRACKET.PROVIDE 120V, TYP OF 3 L4D1-46 BUSWAY BL4A 20A DUPLEX RECEPTACLE ON REAR OF EACH DISPLAYS 16.145 DISPLAY MOUNTING BRACKET AND MAKE FINAL L TERMINATIONS.COORDINATE DISPLAY 16.507 /r 00 LOCATIONS WITH STORE SETUP SUPERVISOR. - - - - - - - - TELEPHONE BOARD MSB II I H e IIII I " MSB I I I I I III II" -Lj MSB ri EXISTING " BUSWAY BL2A U e I MSB El II II TYP OF3 y --_-�L He DISPLAYS 16.507 EXISTING H1A BUSWAY BL2U - - Li" L4D2-7 O O EPH1 E22 HiP1/HiP2 ALARM 16.145 - _ ---- - - _ - - STACKED , BOARD \ 9 10 3 3 4 PROVIDE 30A/2P/NF,NEMA 3R Li D1/L2D2 BRKR E22 E2.2 E2.2 EVCi EVC1 DISCONNECT SWITCH TiD STACKED D""C -- 18250 MOUNTED TO � MOUNTED TO NON-REMOVABLE PANEL L2D1-30,32 .I PROVIDE 4#12 WIRES TO �..... I CONDENSING UNIT CU-1 ON ROOF PER _ U MANUFACTURERS INSTRUCTIONS. 9_- L C P70NALb�' • 0 9/0 412 0 2 5 FCU-1 _ E2 16201 ELECTRONIC ARTICLE SURVEILLANCE EMS u 7 I I YYY... C__________ - FCU-1 DISCONNECT SWITCH BOARD PROVIDED BY E.C. SYSTEM:COORDINATE WITH GC AND EAS POWER PLAN d i�------ VENDOR TODISCONNECT,EXTEND,AND RECONNECT ALL ELECTRICAL CIRCUITRY �------ FOR EAS ENCLOSURE. ,6.20, ELECTRICAL ROOM 1 CONTROL BOX PROVIDED BY SIGN INSTALLER WITH FACTORY INSTALLED DISCONNECT = " SWITCH.VERIFY LOCATION WITH SIGN INSTALLER PRIOR TO INSTALLATION,TYP EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING REUSE EXISTING SIGNAGE CIRCUIT L2D1-4. " " " " " ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXTEND CIRCUITRY AS REQUIRED TO NEW EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE POWER PLAN CONNECTIONS.REUSE ALL CONTROLS SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES 1 ASSOCIATED WITH THE CIRCUIT. PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: 1"=20-0" DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF r f"11 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO C L FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. FEEDER SCHEDULE POWER DROP SCHEDULE a 7 ALLCONDUITAND CONDUCTOR SIZES ARE BASED ON EMT WITH 40% N01 DESCRIPTION FILL,75°C RATED TERMINATIONS AND TYPE THHN77HW N-2 INSULATION. FOR NON-EMT CONDUIT OR TERMINATIONS OR INSULATION TYPES 0 RATED LESS THAN 7VC,MODIFY SIZES ACCORDING TO NEC. PD1 MOUNT RECEPTACLE(S)ON TOP OF DISPLAY 0 I FEEDER OR GROUND SIZE UNIT(S) ARCHITECT OF RECORD: BRR ARCHITECTURE,INC 32 (2)110,(1)110 G,1/2"C PD2 MOUNT RECEPTACLE(S)6"ABOVE BASE OF DISPLAY FwvENDE ON UNITS)SO THAT RECEPTACLE(S)AND CONDUIT u ERUND FwRR,Rs sszoa DO NOT INTERFERE WITH SHELF HEIGHT •5••a•=n.wm ADJUSTMENTS ..."'-xsx-soaa PD3 PROVIDE DIRECT CONNECTION TO EQUIPMENT . PD4 OPEN STRUCTURE:MOUNT RECEPTACLE AT BAR JOIST AND INSTALL FURNISHED CORD REEL. LAY-IN CEILING:PROVIDE RECESSED CEILING RECEPTACLE AND INSTALL FURNISHED CORD REEL BELOW CEILING.CORD REEL SHALL BE MOUNTED TO CEILING FAN RATED JUNCTION BOX SECURED TO LAY-IN CEILING WITH T-BAR BOX HANGER. PROVIDE I/2"THREADED STEEL ROD FROM on S HF°z��o�z_�'u JUNCTION BOX TO BOTTOM OF STRUCTURAL JOIST OR CHANNEL STRUT BRIDGING ABOVE FOR A 3EagHRH SUPPORT. POWER DROP NOTES =W;�=°o N3 ooHm o B Qz �g 02- a 1. POWER DROPS WILL BE IDENTIFIED BY AN IPN TAG OR POWER TAG,I.E.44A,46E,ETC.ALL CHECKOUT POWER SHALL BE CONSIDERED POWER DROPS. 2. A REVISION OF THIS PLAN BASED ON THE FINAL MERCHANDISE LAYOUT MAY BE ISSUED TO SHOW N- FINAL LOCATIONS FOR THE POWER DROPS.IF THE MERCHANDISE PLAN DOES NOT CHANGE,THIS PLAN WILL NOT BE REISSUED.PROVIDE CIRCUITRY TO w ; DISPLAY RACKS AS THE RACKS ARE SET.IN ADDITION, THE FOLLOWING POWER DROP NOTES APPLY: 8� 9 10 - ❑ ° ° - - - -� - - - A. THERE WILL BE NO ADDITIONAL CHARGE FOR r ° DROP RELOCATION WITHIN POWER DROP ZONES z T� DEFINED ON DRAWING. N =W 0 B. AT CLOSE OF PROJECT THE GENERAL Z LJ • CONTRACTOR AND CONSTRUCTION MANAGER V SHALL REVIEW ADDITIONAL OR DELETED POWER DROPS WITHIN EACH ZONE TO VERIFY ANY ADDITIONAL CHARGES OR CREDITS THAT APPLY C° EXISTING TELEPOWER POLES:ALL EXISTING DUE TO CHANGES. TELEPOWER POLES IN OPEN STRUCTURE AREAS C. ADDING OR SUBTRACTING A POWER DROP TO . THROUGHOUT THE STORE SHALL BE SECURED SIMILAR ANY ZONE WILL RESULT IN A CHARGE OR CREDIT TO DETAIL 1-E3 WITH OPTION OF UTILIZING 2-1 1/2 INCH ACCORDING TO SPECIAL CONDITIONS. O O N RIGID PVC SPLIT DUCT TYPE SLEEVE FROM PRIME ON SALES FLOOR COLUMNS,REMOVE UNUSED J - CONDUIT MWE INC,VIKIMATIC,OR INNERDUCT. PHONE OUTLETS ALONG WITH ASSOCIATED I� DND 3. PROVIDE JUNCTION BOX AND CIRCUITRY TO NEAREST O COORDINATEAND CONSTRUCTION MANAGER TO MINIMIZE MANAGER EMPTY CoNDU TS AND ABANDONED JUNCTION ON BOXES AND CONDUITS.REMOVE ALL ° 0 ° ° °F V I° • • • JOIST ABOVE LOCATION SHOWN ON DRAWING. Q EXT OF DISPLAY CONDUIT CIRCUITRY FROM JUNCTION • � �� DISRUPTIONS TO STORE OPERATION AND ANY BOXES.TELEPHONE CABLES ARE TO BE O < BOX TO ENDCAP OF DISPLAY RACK. �o J EQUIPMENT SERVED BY EACH POWER POLE. REMOVED BACK TO STRUCTURE AND SECURED. 0 � ,"Z 0o O 4. WHEN EXPOSED VERTICAL CONDUIT FROM Z O ~O STRUCTURAL CONNECTION TO GONDOLA/EQUIPMENT � o - - - - - - - EXCEEDS 10 FEET PROVIDE SUPPORT AS 7� O Z a NECESSARY TO MEET NEC REQUIREMENTS V� �M 5. PROVIDE CONDUIT RECEPTACLES)AND FINAL L Z n CONNECTIONS AT DISPLAY RACK SHELVING PER �W Z 1. (sI I sIRsI sIR`s O POWER ISE ON DRAWING. .VERIFUNLES NOTED Z W OTHERWISE ON DRAWING.VERIFY EXACT HEIGHT Z H p. AND LOCATION OF RECEPTACLE(S)WITH STORE 0 (n O E?3 C x e P PLANNING SET-UP SUPERVISOR PRIOR TO p H p p .P�. INSTALLATION. go N L '�° 6. POWER DROPS FED FROM TRACK BUSWAY: J � — o INSTALL PLUG-IN UNIT AT A POINT ON TRACK BUSWAY • ® NEAREST POWER DROP(S). � w 6 7 z B Z KEYNOTES o _ _ POW ER ZONE 12 ' BL1B-15 \ 16.131 CONNECT TO EXISTING CIRCUIT. ISSUE BLOCK 16.145 CONNECT CIRCUIT(S)TO EXISTING BRANCH BL1C-13,15,17,19 WER ZONE 10 CIRCUITRY.MINIMUM WIRE SIZE AND I1 I 14B -N a PANELBOARD CIRCUIT A NOTED.VERIFY SIZE, - CLR,PD .xo�, .xo 112A E CIRCUIT U CONDUIT AND Y MEET E PRI RED SIZE,BRANCH PO RATINGAND NDITIONOF EXISTING - - P 16.145 TY99 16.131 P OF 2 p1 i6D145 HS E 41 POWER ZONE 3 ) ( ) ( ) _ OWER ZONE 11 KE PP ALL U.L.RATINGS AND REPLACE AS REQUIRED. a ® ® ® ® ® ® e ® ® ® ® ® ® ® E3 +20 HPP TYP50 2 16.507 DIGITAL DISPLAYS:MOUNTJUNCTIONBOXAT Ell 16.507 PD2 16.145 I:�7 t 16.14STRUCTURE.AFTER INSTALLATION LE DROP L:J 4,�BL4A 21 BL1B L3D 38 L3D-10,12 EXTEND CONDUCTORS IN%"FLEXIBLE METAL CONDUIT,ROUTED INSIDE DROP POLE TO EACH % RI DISPLAY MOUNTING BRACKET PROVIDE 120V, LEI L� �❑ ❑I LL�� 20A DUPLEX RECEPTACLE ON REAR OF EACH L7I L7I C71 L7I L71 DISPLAYMOUNTING BRACKET AND MAKE FINAL TERMINATIONS.COORDINATE DISPLAY �J �J �} POWER ZONE 9 LOCATIONS WITH STORE SETUP SUPERVISOR. kEi -91 ® S S - BL'1 BL4A-2 CLR =, BL4A-17I 16.145 HSC 77 7 ^ PD2 LEI LEI 16.131 DI DI PP _ _ _ POWER ZONE I7 _ - - - _ _ - - - �11 i - - - G _�I I `" ETR - 4= 1 r LBX - ® CHECKED BY: IRS .. PD2 IIL�JIILOIL\ T^�� ® x DRAWN BY: JL Ji _ 4 PROTO CYCLE: OS/30/25 ® � EllfF '• BL4A-19 -POWERZONE� = DOCUMENT DATE: 09/03/25 soh -. 16.145 FITTING ROOM CONDUI _ _ _ _ Icy FTR AND RECEPTACLES SHALL 07 BE INSTALLED B"ABOVE - - - - - - OPEN GRID.HARDWIRE(1 PD4: � ' <' a H �r LIGHT PER ROOM n DIRECTLY I BL2A-29 g s EMI-IT POWER ZONE i6 JUNCTION BOX. % q 16.145 + ® ° � � IT7 � -I I I01 I01 TYP OF ALL 5 BLiGi6 II �° LL MTV POWER E3 ,. 16.145 DROPS MTV,PD M "-'�-" IOI i❑I TYP OF 2 180,I ® .PD2 BL4A-5 P - - 16.145 i__r_r_r�i - ff] 07A,PD2 TYP OF 2 ° ° C BL2A-16 ° IN - POWER ZONE 15 POWER 16.145 POWER ZONEI BL1C-7 PD2® " _ ZONE 14 E - - - - �- - - - - - - - - - - -POWERZONE - IL� �f,fI'"!�I I''!?'I ILA IB'I II ILA ICI L7 I 1 ZI ICI .� ICY yew ® hI 5.: o ------------ ------------------------------ - r ram, r 1 , H. I Tj j j I 1 - E2.3 46F .. ---J�---�__ PP - ❑ POWERZONE2 POWER ZONE4 • P-A , ff1�L-y�,I -. --- d 64ny '0y BL1C-29 fin° -_-_._._-_-_-_ _ LRX-1 PD2 PD4 45 a _ Ap� ------ -- - BL1C�31,33 BL1C-25,27 POWER ZONE 61 ® D""'-C ----- a _ b a BL1C-23 32 ' • ------ 0� BL1 C-35 �\ - O I-A - - - - �L- L- - - 32 BLi C-28,30- - GYP OF 71 U U L 1 ® ® 1 L rh�onni �Y 0 9/0 412 0 2 5 ED Lh B — — — — --- — — — — — — — — � - T — — — — — — — — — — POWER DROP PLAN " EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING POWER DROP PLAN ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE I 1"=20'-0" SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF r^.A EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO C L I FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. FEEDER SCHEDULE KEYNOTES ALL CONDUIT AND CONDUCTOR SIZES ARE BASED ON EMT WITH 40% • FILL,75°C RATED TERMINATIONS AND TYPE THHN77HWN-2 INSULATION. 16.131 CONNECT TO EXISTING CIRCUIT. FOR NON-EMT CONDUIT OR TERMINATIONS OR INSULATION TYPES RATED LESS THAN 7VC,MODIFY SIZES ACCORDING TO NEC. 16.145 CONNECT CIRCUIT(S)TO EXISTING BRANCH ® FEEDER OR GROUND SIZE CIRCUITRY.MINIMUM WIRE SIZE AND ARCHITECT OF RECORD: PANELS ARID HI IH CIRCUIT ARE NOTED.VERIFY SIZE, aaR ARcTEcruRE, C RATING AND CONDITION OF EXISTING BRANCH FwvERDe CIRCUIT CONDUIT AND WIRE PRIORTO USE TO DVER-D FwRx,xs sszo+ ENSURE THAT THEY MEET REQUIRED SIZE,AND ALL U.L.RATINGS AND REPLACE AS REQUIRED. 16.227 ELECTRIC WATER COOLER RECEPTACLE: F,ix.szs-zsz-so++ CONCEAL WITHIN CABINET PER MANUFACTURER'S REQUIREMENTS. 16.400 SCENT SYSTEM:ONCE INSTALLATION OF ALL SCENT SYSTEM RECEPTACLES HAS BEEN FINALIZED,CONTACT OWNERS SCENT SYSTEM VENDOR FOR INSTALLATION OF SCENT SYSTEMS PER SPEC SECTION APPENDIX A. 16.400A SCENT SYSTEM RECEPTACLES:MOUNT AT 13" ° BELOW CEILING AND ENSURE NO OBSTRUCTIONS WITHIN 4"LEFT AND RIGHT OF y S Hww aziz RECEPTACLE. w o =� Fusw3V 16.408 NEW HAND DRYER:REFER TO ARCHITECTURAL w � DETAILS AND MANUFACTURER'S INSTRUCTIONS m 3Easahoa3 FOR ROUGH-IN AND MOUNTING REQUIREMENTS. >E� o` 16.409 HANDDRYER TO BE REPLACED:REFER TO p 3:m w��a"Oh�O ° ARCHITECTURAL DETAILS AND AC MANUFACTURER'S INSTRUCTIONS FOR Qoo$i wr orc3 ROUGH-IN AND MOUNTING REQUIREMENTS. a ,°s�u-I y�g 16.410 COUNTER MOUNTED DEVICES:STUB OUT OF N €q H WALL AT+8•.ROUTE FLEXIBLE METAL CONDUITS ALONG BACK WALL OF CABINET.MOUNT DEVICES WITHIN CABINET AT+8",UNLESS NOTED OTHERWISE.EACH DATA BOX IS TO HAVE A SEPARATE CONDUIT ROUTED TO 12"ABOVE ACCESIBLE CEILING SPACE.VERIFY LOCATIONS N- PRIOR TO INSTALLATION. o' 16.462 EXISTING OFFICE AREAS AND/OR RESTROOMS, W v ; WILL BE REFURBISHED BY OTHERS.REMOVE ALL ELECTRICAL ITEMS FROM WALLS AND z M CEILING,INCLUDING HAND DRYERS, rn _ RECEPTACLES,SWITCHES,AND LIGHTING z FIXTURES AS REQUIRED.INSTALL AND r C� R°^� RECONNECT AFTER NEW FINISHESARE IN z PLACE.COORDINATE EXTENT OF WORK WITH of =W 5 GENERAL CONTRACTOR AND WAL-MART O CONSTRUCTION MANAGER. U 8 16.482 ELECTRONIC ARTICLE SURVEILLANCE SYSTEM: E.C.SHALL DISCONNECT,EXTEND,AND 2----------- __-_--- -----_------_----- u i RECONNECT ALL ELECTRICAL CIRCUITRY FOR y -� - NEW OR RELOCATED EQUIPMENT.VERIFY L `I DATA \ s31 \ I CONDITION OF BRANCH CIRCUIT,CONDUIT,AND F� \ CUSTOMER SERVICE I WIRE PRIOR TO USE TO ENSURE THAT THEY ` ENCLOSURE` M MEET ALL U.L.RATINGS.CONDUITS SHOULD BE O O N 16.489 AT LEAST W.IF IN POOR CONDITION OR �I� N REF 3-E2 WHITE BOX UNDERSIZED REPLACE AS REQUIRED PER � rn TYP L2U4 SENSORMATIC INSTRUCTIONS.COORDINATE O O Q 3 16.410 CONDUIT REPLACEMENT WITH WAL-MART CONSTRUCTION MANAGER. CUSTOMERSERVICE III\ FJ7 ^�o O 16.489 RELOCATE,EXTEND,AND RECONNECT CIRCUITRYAND ELECTRICAL DEVICES FOR - . 0 -----------T-- r ----- J PICKUP PICKUP RELOCATED AND/OR NEW EQUIPMENT.VERIFY O r --- L J STORAGE STORAGE C - - - CONDITION OF BRANCH CIRCUITRY,CONDUIT �) O Z III T SL dI = 16.492 16.492 LHC-2 LHC-4 - 16.492 �1 V 1 M AND WIRE TO ENSURE THEY MEET ALL U.L. \_J 0 II v6 6�-' p LHC-6 RATINGS AND REPLACE AS REQUIRED.VERIFY FINAL LOCATION OF RELOCATED/NEW I7 a O a EQUIPMENT WITH WALMART CONSTRUCTION `J LLZ C - ---- a,+86",TYP OF 2� MANAGER PRIOR TO ROUGH-IN. J F o m r {A} = 16.492 E.C.SHALL COORDINATE WITH GENERAL 0 L U)O +g6",TYP OF 2 CONTRACTOR AND ARCHITECTURAL J LiUUUgoZ DEMOLITION PLANS THE EXTENT OF ELECTRICAL AP OFFICE 7 DEMOLITION.REMOVE UNUSED DEVICES, n 16.492 (E)PANEL LHC BOXES,CONDUITS,AND WIRING BACK TO ORIGINATING JUNCTION BOXES OR a o PANELBOARDS.REFERENCE POWER PLANS FOR o m w CIRCUITRY TO BE REUSED.DEMOLITION SHALL 7 g NOT AFFECT ACTIVE CIRCUITS.IF CIRCUIT IS CUSTOMER SERVICE POWER DEMO PLAN CUSTOMER SERVICE POWER PLAN WHITE BOX POWER DEMO PLAN DEMOLISHED ALL THE WAY TO AND REPLACE WITH m REMOVE CIRCUIT BREAKER AND REPLACE WITH O FILLER PLATE.UPDATE TYPEWRITTEN CIRCUIT 1/8"=V-0" 1 'v 1 1/8"=1'-0" 1/8"=1'-0" DIRECTORY IDENTIFYING CIRCUIT AS"SPACE". COORDINATE EXACT REQUIREMENTS WITH EXISTING CONDITIONS PRIOR TO BID. ISSUE BLOCK 16.508 INSECT CONTROL:PROVIDE BROWN DEVICE AND MATCHING COVERPLATE. BREAKROOM CABINETS,TECH BAR,AND ISLAND ARE 16.619 PROVIDE RECESSED ALARM JUNCTION BOX IN 4 CEILING WITH 4"x4"x1-112"EXTENSION RING WITH MODULAR.RECEPTACLES AND PLUGMOLD ARE INSTALLED RACEWAY ROUTED TO NEAREST ACCESSIBLE EC TO PROVIDE JUCNTION AND PREWIRED BY MANUFACTURER,CIRCUITRY SHOWN CEILING SPACE. BOX AT+24"FOR FOR CLARITY.E.C.TO ROUTE PREWIRED WHIPS TO 16.624 FURNISH AND INSTALL RACK MOUNTED PDU CONNECTION FINAL CONNECTION POINT AS REQUIRED AND TRIPP LITE MODEL#PDU1220T OR EQUAL. TO MODULAR TECH BAR. MAKE FINAL CONNECTIONS. COORDINATE CEILING RECEPTACLE AND PDU POWER FOR NEON SIGNAGE: +66" LOCATION WITH WALMART SECURITY MANAGER RECEPTACLES 12"ABOVE CASE EVERY 8'. 16.508 DURING PRE CONSTRUCTION.ALL WORK SHALL _COORDINATE EXACT LOCATION WITH I Li D1-34 BE COMPLETED AND AVAILABLE FOR SOUND WALMART CONSTRUCTION MANAGER 16.145 F F F F �I1�F SYSTEM INSTALLATION NO LATER THAN 21 DAYS PRIOR TO ROUGH-IN.TYP OF 5 tt FROM CONSTRUCTION START DATE.SOUND SYSTEM EQUIPMENT BY OTHERS. �. i LiD1-31 � 11 h f 16.145 MODULAR TECH BAR K MODULAR MODULAR BL1 B-18 I KITCHEN ISLAND OUTLET BOX,RECEPTACLE AND , 16.489 16.489 BR KROOM (RF ELECTRICAL WHIP PREINSTALLED BY CABINET MANUFACTURER CONFERENCE CHECKED BY: IRS -CEO ROOM 7 16.492 DRAWN BY: JL I I I I - ® -MA PERSONNEL PROTO CYCLE: OS/30/25 li NAGEMENT POWER FOR NEON SIGNAGE: 16.492 16.492 PD1,COORDINATE EXACT DOCUMENT DATE: 09/03/25 LOCATION WITH WALMART �_��_�T,T-- -F-�L, CONSTRUCTION MANAGER I I `., PRIOR TO ROUGH-IN,TYP OF 4 -- BREAKROOM EC TO PROVIDE JUCNTION BOX AT+24"FOR CONNECTION TO MODULAR TECH BAR. - ___ 16.492 Fn CBL ROOM TRAINING 1 .4 2 F 6 9 I _ MODULAR TECH BAR 16.492 16.492 - 'J BL1B 12 I J - - - - F 4YF F �LiD222 REAR GROCERY POWER PLAN BREAKROOM POWER PLAN BREAKROOM POWER DEMO PLAN BACK OF HOUSE POWER DEMO PLAN 7 J 1/8" PROVIDE STAINLESS PROVIDE BLANK FACE GFCI FEED 7 STEEL COVER PLATES THRU DEVICE.MOUNT IN READILY 16.482 p 1 TYP IN RESTROOMS V ACCESSIBLE LOCATION ADJACENT C PROVIDE STAINLESS A PI 'II P LOCATION WITH PRIOR TO EXACT V STEEL IN RESC-VETROOMSS E PANEL L2U � 4 `' a �� _ - -PROVIDE BLANK FACE GFCI FEED - - - CONTRACTOR PRIOR TO ROUGH-IN ( ) R _--- - -L2D1-25 THRUDEVICE.MOUNT IN READILY ---------------------- - ----------- l ACCESSIBLE LOCATION ADJACENT MANAGEMENT ---------------------- (E)PANEL L2D3 16.145 a TO EWC.COORDINATE EXACT L �L J� JL �� LOCATION WITH GENERAL L1D2-15 _i- _ I� CONTRACTOR PRIOR TO ROUGH-IN 16.145 ---I�� ----------- VENDING AP OFFICE J L2D2-14 16.489 Q� D 16.408 16.408 --- 16.145 �' - LL2D3-1 - �------- Y Q"•p0 w�tT1'p�l Li D2-11 a ") _ O F HD HD a � L1D23 16.145 , 16.227 � VESTIBULE-GM !Y L1 D2-23 16.131 0 L1D2-29 1g,131 .) COORDINATE POE SWITCH RECEPTACLE-)� all ERSONNELaL-D - LOCATION AND HEIGHT WITH SECURITYL2D1-28 P CONTRACTOR PRIOR TO INSTALLATION MEN a 1B 16.462 L1D2-19 - �-�5 1d - .• 16.145 L2D2-6 gyp\FAMILY 16.619 TRAINING (E)PANEL L1U . ETA ,�-PROVIDE LEGRAND PLUGMOLD MODEL - - - - 0 9/0 412 0 25 #AL20GB618TR(ALUMINUM)WITH MATCHING TOILET J PROVIDE LEGRAND PLUGMOLD MODEL POWER FEED AND END FITTING.MOUNT AT+35. #AL20GB618TR(ALUMINUM)WITHMATCHING -- - ENLARGED TR LiD2-28 VERIFY QUANTITY AND LOCATIONS WITH WALMARTMOTHER'S ROO POWER FEED AND END FITTING.MOUNT AT+3'5". a► ___WOME 16.400 TYP OF UPC6.400 RESTROOMS ROOM MEN _______6.624 � �- LHG,O VESTIBULE-GM POWER PLAN N j VESTIBULE-GRL1D2-31 16462 ) 16.145 ,vam TYP OF 2 16.400 Q_-5 i6.?3 6 HDQYu 16.408 16.409 HD �- L1 D2-21 TY _ EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE ESTROOM POWER PLAN �FRONT RESTROOM POWER PLAPRIORVESTIBULE-GR POWER PLAN PRIOR TO SUBMIITTING FINALS BTING IDS.00NDITIONS CONTRACTOR NOT RELIEVE THE RESPO STO ACQUAINT THEMSELFIIBILIT TH OF PERFORMING ES 1 THOWLEDGE �'FREAR R/ 1/8-V-0" J 1/8"=1•_0" L / 1/8"=1•_0" SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF r^.L^ EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO C L FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. FEEDER SCHEDULE KEYNOTES ALL CONDUIT AND CONDUCTOR SIZES ARE BASED ON EMT WITH 40% FILL,75"C RATED TERMINATIONS AND TYPE THHN77HWN-2 INSULATION. 16.145 CONNECT CIRCUIT(S)TO EXISTING BRANCH FOR NON-EMT CONDUIT OR TERMINATIONS OR INSULATION TYPES CIRCUITRY. WIRE SIZE AND RATED LESS THAN 7VC,MODIFY SIZES ACCORDING TO NEC. PANELBOARD CIRCUIT ARE NOTED.VERIFY SIZE, ARCHITECT OF RECORD: ® FEEDER OR GROUND SIZE RATING AND CONDITION OF EXISTING BRANCH BRR ARCHITECTURE,INC 22 (2)112,(1)#12 G,1/2"C CIRCUIT CONDUIT AND WIRE PRIOR TO USE TO F ENUE 23 (3)112,(1)#12 G,1/2"C ENSURE THAT THEY MEET REQUIRED SIZE,AND -ER-ND vwRR,Rs sszoa 24 (4)112,(1)#12 G,1/2"C ALL U.L.RATINGS AND REPLACE AS REQUIRED. E.C.SHALL FIELD DETERMINE AND COORDINATE EXACT 33 (3f10,(1}M10 G,1/2'C 16.232 AUTOMATIC DOOR OPERATOR:VERIFY - LOCATION OF TRANSFORMER(AND SECONDARY LOCATION WITH MANUFACTURER'S Ewx.Rzx-xsx-soaa NOTE:CONDUITS SHALL BE BREAKER IF APPLICABLE)WITH EXISTING OBSTRUCTIONS 34 (4)#10,(1#10 G.1/2-C RECOMMENDATIONS PRIOR TO INSTALLATION. ROUTED WITH REFRIGERATION AND GC.ENSURE ALL NEC REQUIREMENTS ARE MET AND 63 (3#6,(1#10 G,3/4-C ALL DOOR CONTROLS INCLUDING LOW VOLTAGE LINES.ROUTING CONDUITS ON THE CLEARANCES ARE MAINTAINED.PROVIDE LABEL HPU ROUGH-IN CONDUIT,BACKBOXES AND WIRING 'I O ROOF IS NOT ALLOWED,TYP FED FROM MSB LOCATED AT ELEC RM 1. BY OTHERS. 16.233 ROOF TOP UNIT IS PROVIDED WITH A HACR RATED CIRCUIT BREAKER AND GFI DUPLEX 16.712 16.712 16.715 16.715 a I RECEPTACLE.ALL CIRCUITRY SHALL BE ROUTED IN CONDUIT WITHIN UNIT TO THE TERMINATION LPU-11 W yR o POINT. 16.259 CONNECT CIRCUITRY TO FACTORY PROVIDED y $ H �wg wwp~ CU3a-TCO CF CF i'i i DISCONNECT SWITCH.E.C.SHALL INSTALL o i=�w� PROVIDE 3/4"C FROM LOW VOLTAGE CU3b-TCO CUl-TCO2 HI F ww�3� _ ED Cp PROVIDED DOOR SWITCH PER w�D�q WIRING COMPARTMENT TO ED CU2-TCO2 ED MANUFACTURER'S RECOMMENDATIONS. < 3Eag'a"°, D3m ACCESSIBLE INTERIOR JOIST SPACES CU3-TCO2 (CF) 22 / 16.420A PROVIDE WPJUNCTION BOX WITH COVERPLATE OLL >E� H�'aorowu�' g' AND TERMINATE WITH BUSHING,TYP. (ON ROOF) ��i (ED) 33 AT 8'A"AFG FOR MOUNTING OF EXTERIOR Z �o "€>nLLw$ _r��-� CAMERA.PROVIDE 3/4"CONDUIT THROUGH ��°wOp�CO��'��€ PICKUP COOLER O( ) zw''EM S'lwn! 22 CF 22 (ED) TERMINATE WITH B ABOVE BAR JOIST AND g 3,wntg g G 24 HPU-20,22,24 (CF) 22 22 (ED) 33 (ED) TERMINATE WITH BUSHING. a o`O W�w=a- N=g (ED) 22 PICKUP FREEZER 16.489 RELOCATE,EXTEND,AND RECONNECT r w .E CIRCUITRYAND ELECTRICAL DEVICES FOR CF rn �� 8otivo ��se'<� - 16.609 RELOCATED AND/OR NEW EQUIPMENT.VERIFY TYP RE1 ED CONDITION OF BRANCH CIRCUITRY,CONDUIT TYP 16.725 16.723 AND WIRE TO ENSURE THEY MEET ALL U.L. c c c c RATINGS AND REPLACE AS REQUIRED.VERIFY 7 30A,NF, FINAL LOCATION OF RELOCATED/NEW TYP 16.620 V 23 LPU-18,20 16.530 TYP 54" EQUIPMENT WITH WALMART CONSTRUCTION N� dos E3 \\\\ +60",TYP AC-7 LPU-9 MANAGER PRIOR TO ROUGH-IN. WP/WR LPU-15�pU-13,15,17 23 LPU-14,16 LPU-17 �� _ 16.508 W =t 16.492 E.C.SHALL COORDINATE WITH GENERAL 2 PUMP P11,REFERENCE 34 LPU-8,10,12 HPU-7,9,11 _PUS CONTRACTOR AND ARCHITECTURAL �W =�� LPU-13 PLUMBING DRAWINGS DEMOLITION PLANS THE EXTENT OF ELECTRICAL ®LPU-2,4,6 v^ -t-- FOR EXACT LOCATION 16.259 DEMOLITION.REMOVE UNUSED DEVICES, z 24 HPU-14,16,18 BOXES,CONDUITS,AND WIRING BACK TO ¢ F-__-7REFERENCE REFRIGERATION LPU-7�Q j R DRAWINGS FOR EXACT _ ORIGINATING JUNCTION BOXES OR WE z 30A/3P/NF,NE MA 3R,TYP CU2-TCO2 LOCATION,TYP +102" Lll�Z�E PA CIRCUITRY TO REFERENCE POWER PLANS FOR N =W y 16.232 RNISHED) CIRCUITRYTO TI REUSED.DEMOLITION SHALL z (ON ROOF) TRANSFORMER TPU NOT AFFECT ACTIVE CIRCUITS.IF CIRCUIT IS U MOUNT TO FRAMING OR WPM1R (SUSPENDED) F-- o DEMOLISHED ALL THE WAY TO PANELBOARD, NON-REMOVABLE (OWNER FURNISHED) b REMOVE CIRCUIT BREAKER ANDREPLACEWITH ACCESS PANEL,TYP. /' i�� REF STRUCTURAL FILLER PLATE.UPDATE TYPEWRITTEN CIRCUIT LPU-13 FOR MOUNTING DETAILS�� DIRECTORY IDENTIFYING CIRCUIT AS"SPACE". y COORDINATE EXACT REQUIREMENTS WITH 16.233 PANEL LPU EXISTING CONDITIONS PRIOR TO BID. (OWNER FURNISHED) 4 16.507 DIGITAL DISPLAYS:MOUNT JUNCTION BOX AT 24 HPU-8,10,12 -Vy 63 HPU-2,4,6 ❑ STRUCTURE.AFTER INSTALLATION OF DROP O O POLE AND DISPLAY MOUNTING BRACKET, AL � OI CU1-TCO2 L J CONDUIT,ROUTED INSIDE DROP POLE,EXTEND COND CTORS IN Y."FLEXIBLE ITOTEACH O O (ON ROOF) DISPLAY MOUNTING BRACKET.PROVIDE 120V, po L - J 20A DUPLEX RECEPTACLE ON REAR OF EACH ..Z p /�.�� DISPLAY MOUNTING BRACKET AND MAKE FINAL 'O- TERMINATIONS.COORDINATE DISPLAY L 0 .(ONTROOF) LOCATIONS WITH STORE SETUP SUPERVISOR. 00 a 16.508 INSECTCONTROL:PROVIDE BROWN DEVICE AND f(�� JM rO VU I MATCHING COVERPLATE. � �p 16.530 AIR DOOR AND CONTROL PANEL:PROVIDE 1�Q O POWERFROMDISCONNECTTOAIRDOOR V wZED CONTROL PANEL.PROVIDE AND INSTALL ALL F LU INTERCONNECT WIRING BETWEEN THE 0 of O CONTROL PANEL,AIR CURTAIN AND DOOR INTERLOCK SWITCH PER MANUFACTURER'S O J Zy INSTRUCTIONS. n/ N " I 16.609 INSTALL FURNISHED ALARM JUNCTION BOXAT +80",PENETRATE COOLER WALL,AND ROUTE p VERTICAL RACEWAY UP EXTERIOR SIDE OF w COOLER WALL TO STRUCTURE.MINIMIZE 7 m EXPOSED CONDUIT ROUTED INSIDE COOLER MANAGER STATION BOXES.COORDINATE EXACT LOCATION WITH Z FIRE ALARM INSTALLER PRIOR TO ROUGH-IN. p LPU-1 SEAL CONDUIT SLEEVE AND SLEEVE PENETRATION WITH SILICONE SEALANT AFTER +54" CABLING IS INSTALLED. PRINTER 11N. 16.620 AP REPEATER:PROVIDE 1"CONDUIT FROM ISSUE BLOCK JUNCTION BOX TO STRUCTURE.PROVIDE 1" LPU-3 CONDUIT FROM BACK OF BOX EXTENDED 2"INTO ELECTRICAL CONTRACTOR TO DISCONNECT EXISTING COOLER.POSITION JUNCTION BOX SO THAT POWER AND DATA AS REQUIRED FOR REPLACEMENT O r SLEEVE IS 12"ABOVE DOOR ON NON ACTIVE 7 OF GONDOLA BY GENERAL CONTRACTOR.RECONNECT V SIDE OF DOOR OR 12"ABOVE ROLL SEAL ON POWER AND DATA UPON PLACEMENT OF NEW OPPOSITE SIDE OF CONTROLS.TERMINATE GONDOLA.COORDINATE WITH GENERAL CONTRACTOR. 16-0" EACH CONDUIT END WITH THREADED BUSHINGS. POWER P SEAL CONDUIT SLEEVE AND SLEEVE PICKUP PO LAN PENETRATION WITH SILICONE SEALANT AFTER J ___________� �'_"✓3_�^_o�`_______�II�h - 72M((((((JJJJ��1111+� � 72M 1 J PD37�PD3� 3/16"=1'-0" CABLING IS INSTALLED. I s I BL1A-1,5 BL1A-7,11 16.712 SURFACE MOUNT WP JUNCTION BOX ON WALL ------------------------------- 16.145 16.145 J - L - 24"BELOW COOLER/FREEZER BOX CEILING FOR BL1B-4,6 CONDENSATE DRAIN HEAT TRACE TAPE. - 3 ae 16.145 - S PROVIDE LIQUCONNECTIONTIGHT FLEXIBLE METAL E2.3 CONDUIT CONNECTION TO HEAT TAPE. 11A VOICE/DATA PRE-INSTALLED BY CABINET 16.715 JUNCTION BOX PROVIDED WITH PD2 P MANUFACTURER. g6 145 9 E LIGHTS,DOOR HEATERS,AND/OR HEATED N TO -® x p OUTLET MANUFACTURER.FURNISH AND/BOX PRE-INSTALLED BY CABINETNSTALL VENTS.PROVIDE WEATHERPROOF EXTENSION pp w - pp I� PC-710CBR �o�I RECEPTACLE,COVERPLATE AND CIRCUITRY. AND COVERPLATE FOR RECESSED JUNCTION BOXES AS REQUIRED.FINAL TERMINATIONS BY I w REFR =o I ALL EQUIPMENT IS SINGLE PHASE. IGERATION CONTRACTOR. 16.723 REFRIGERATION BUILDING AUTOMATION -s•-2•�m EDm SYSTEM CONTROLLER AND/OR LEAK DETECTION O ROUTE ALL CIRCUITRY THROUGH COUNTERS PANEL FURNISHED AND INSTALLED BY OTHERS. wend AND WALLS UNLESS OTHERWISE NOTED. CHECKED BY: IRS ano3s WIDE FORMAT C PROVIDE POWER AS INDICATED INCLUDING r J HANDLE LOCK-ON/LOCK-OFFTERMIEVICENATIONS B DRAWN BY: JL ENG E TYP OF3 ENG ENG PRINTER PHASER AND BREAKER(S).FINAL TERMINATIONS AT BAS/LEAK PD2 P 72A PD2 PD2 P P SP UNIT DETECTION PANELS BY R.C.VERIFY EXACT PROTO CYCLE: 05/30/25 BL1A-1 BL1A-1 iscer s.a� wEE` R 72A BL1B-1 BL1B-1 LOCATIONO ENCLOSURE WITH BAS 16.145 16.145 pp 16.145 16.145III P E ROUTE POWER AND DAT IVOICESTRUCTURE CONTRACTOR. p LLCONDUITS FROM THE STRUCTURE DOCUMENT DATE: 09/03/25 " U BL1A-9 ABOVE DOWN TO THE PHOTO LAB16.725 ROUTE COIL FAN(CF)AND/OR ELECTRICBL1A-3 vCOUNTERS THROUGH POWER POLE DEFROST(ER.CIRCUITS FROM THE BAS ENG"' E ENG" ENG' p CONTROLLER.FINAL TERMINATIONS AT PD2 P PD2 PD2 a PC-110CC-R P WHEN PHOTO LAB IS LOCATED ON ENCLOSURE BY R.C. TIE NT ENT O THE SALES FLOOR. Y I 1 1 1 I II 1 1 I II 1___I I II 1 I 11 1 I BLi B-7,9,11 U P p OO 16.492 16.492 16.14514 PICKUP z z BLi B- U m p d STORAGE BL1A-2,4 BL1A-11 BL1A-19 DL PRINTER � T� _ _ _ _ �-3r-2" BL1A-21,23 I �_���� �• a �i v p q ENG r >PD2 ANISVO 13NISVO III I � ENG PD2 48 8 4 36XHD uanoi� uan�as Ci , ELECTRONICS POWER PLAN -,--)PHOTO CENTER POWER PLAN PIC R DMO PLAN KUP POWEE L 1/8"=V-0" J 114"=V-0" ` 11/8"=1,-0• POS TWISTLOCK CIRCUIT SHALL BE CONNECTED TO UPS POWER OR NORMAL POWER AS INDICATED.UPS POWER UPS(UNINTERRUPTIBLE POWER SUPPLY) SHALL ONLY BE CONNECTED TO POS TW ISTLOCKS.EC SHALL - FED LOADS ARE FOR CRITICAL IT CIRCUITS MODULAR OUTLET BOXES AND ENSURE EACH PRE-WIRED POWER POLE CIRCUIT IS I� ONLY(IT SERVER,SERVER STACK,GM EXISTING CHECKOUTS WIRING FURNISHED BY OWNER, 4 2 ENERGIZED WITH THE CIRCUIT(S)AS INDICATED 5 SWITCHES,CRITICAL REGISTERS) BEING REMOVED: 16.492 6 INSTALLED BY EC.MOUNT 7 " E3 BOXES TO WALL BASE PLATE OR BACK OF GONDOLA. f WMRECDU-FET-END axs C NDv CHICKEN Q 80Aaie anneav 0ez "oc"aD Dp�,,, WARMER servo srvncKs s„ ARMS :. pppppp o•+er4P ,o.ie/ag a-w v •-0••& I GONDOII A. / GONDOIIA 1l GONDO 1 1/GONDO A t Iff Ii - 1 36S = 36S = 36S e 36S e 36S e 36S e 36S e 36 36S 36S 36S 1 36S e BL2A-, BL2A-1 BL2A-5 BL2A-5 BL2A-1,5,7 - BL2A-19 BL2A-1 BL2A-21 BL2A-21 :BL2A 2,19,21 s iBL2A-1 BL2A-1 =8L2A-5 BL2A-5 16.145 'BL2A-19 BL2A-19 - BL2A-21 BL2A-21'- C1,,AB 35736 F,O.y BL2A-7 BIL BL2A-7 BL2A-7 16.145 BL2A-2 BL2A- BL2A-2 I g ,.,. BL2U-2 = _ :; 2w �ONAtb� 16.145 BL2U-11 09/04/2025 RE1 _ BL2A-11 BL2A-15 BL2A-13 BL2A-10 BL2A-12 BL2A-4 16.145 0 e BL2A-1 BL2A-5 'BL2A-5 BL2A-5 16.145 y BL2A-3 y BL2A-9 y"BL2A-17 y"BL2A-23 N"BL2A-14 y"BL2A-20 y 16.145 16.145 y 16.145 y 16.145 H 16.145 BL2A-19 BL2A-19 BL2A-21 BL2A 21f ENLARGE BL2A-1 EL BL2A-5 BL2A-5 - - -y - - - g -H BL2A-19 BL2A-19 -BL2A-21 BL2A-21 36R BL2U-2 BL2U-2; BL2U-2 BL2U-2= BL2U-11 BL2u-„ BL2U-„ BL2u-„ POWER PLANS 27 c Y� 25 23 g Ag 21 7 od 5 3 gymg� BL2U- =yo va viva va viva d `v`BL2U-10 `vd vb vb "c=e Fg� c=an "BL2A-6 "BL2A-8 D �_______ 11 _LOTTO _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ LOTTO J -----� 16.489 -----. 16.489 EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND C H E C KSTAN D POWER PLAN SHALL FIELD VERIFY ALL EXISTING CONTRACTOR TOSPECIFICATIONSQUINTTH MSELF RELATED FIELD.KNOWLEDGE ILURE DOES SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES 1 PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING 1/8'=V-0" SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF r^. EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO C L FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. ELECTRICAL SYMBOLS VOICE/DATA ROUGH-IN SCHEDULE GENERAL NOTES LEGEND DROP ROUGH-IN NOTES: 1z.1121 ol.— (SYMBOLS APPLY ONLY WHEN USED ON DRAWINGS) -a FLUSH MOUNT JUNCTION BOX AT+20"(UNO)WITH(1)1"CONDUIT STUBBED 12"ABOVE LAY-IN CEILING. 1. FURNISH AND INSTALL ALL MATERIALS,EQUIPMENT,AND LABOR, SYMBOL DESCRIPTION FOR A COMPLETE INSTALLATION IN ALL RESPECTS,READY FOR INTENDED USE AND IN STRICT ACCORDANCE WITH NEC,NESC, �o 0/0 11 LIGHT FIXTURE -b FLUSH MOUNT JUNCTION BOX AT+20"(UNO)WITH(1)1"CONDUIT ROUTED TO NEAREST ACCESSIBLE CEILING SPACE. STATE,AND LOCAL CODES,AND MANUFACTURER'S ARCHITECT OF RECORD: (WALL MOUNTED/CEILING MOUNTED) RECOMMENDATIONS.PAY ALL NECESSARY FEES AND PERMITS. sm ARCcHl F.vTEURE INC V. SURFACE MOUNT JUNCTION BOX AT+66"(UNO)WITH(1)1"CONDUIT STUBBED TO ACCESSIBLE CEILING SPACE. 0 uE LIGHT FIXTURE A. NO CIRCUITRY SHALL BE ALLOWED TO BE ROUTED ACROSS THE -ER- ROOF OR THE EXTERIOR SIDE OF THE EXTERIOR WALLS. LIGHT FIXTURE, Vj SURFACE MOUNT JUNCTION BOX ADJACENT TO PACK CONTROLLER WITH(1)3/4"CONDUIT STUBBED TO BUILDING ACCESSIBLE CEILING SPACE. B, ALL EQUIPMENT SHALL BE UL LISTED WHERE APPLICABLE. - ® NIGHT LIGHT COORDINATE PACK CONTROLLER JUNCTION BOX LOCATION WITH BAS INSTALLER. C. ARRANGE ALL WORK TO MINIMIZE DISRUPTIONS TO STORE Fwx.sz3-zsz-s... OPERATIONS.COORDINATE ALL DISRUPTIONS WITH WALMART Pq VOLUMETRIC LIGHT FIXTURE SCHEDULE GENERAL NOTES: CONSTRUCTION MANAGER AND STORE MANAGER. D. CONTRACTOR SHALL VERIFY ALL WALL FINISH THICKNESS 1Q TRACK LIGHTING 1. ALL JUNCTION BOXES SHALL BE DOUBLE GANG WITH SINGLE GANG PLASTER RING UNLESS NOTED OTHERWISE ON SCHEDULE. BEFORE INSTALLING BOXES.FURNISH AND INSTALL EXTENDED BOXES OR BOX EXTENDERS WHERE REQUIRED. EXIT FIXTURE 2. ALL JUNCTION BOXES TO BE ROUGHED IN AT SCHEDULED HEIGHT UNLESS NOTED OTHERWISE ON DRAWINGS. E. CONTRACTOR SHALL VERIFY THAT ALL AFFECTED PANELBOARDS HAVE CIRCUIT BREAKER KNOCKOUTS (WALL MOUNTED/CEILING MOUNTED) 3. ALL CONDUITS SHALL BE TERMINATED WITH BUSHINGS. PROPERLY COVERED AND ALL TRIM IS IN GOOD CONDITION, EMERGENCY LIGHT ALLOWING NO ACCESS TO LIVE PARTS. w w p W a F o (WALL MOUNTED/CEILING MOUNTED) 4. PROVIDE PULL WIRE WITH EACH EMPTY RACEWAY(JUNCTION BOX/CONDUIT)INSTALLED. y g H �ww zzN EMERGENCY LIGHT REMOTE HEADS 2. PROVIDE SEALS AT RACEWAY PENETRATIONS AS FOLLOWS: (WALL MOUNTED/CEILING MOUNTED) a-_ o i=� 5. CONDUIT RUNS SHALL HAVE NO MORE THAN 90 DEGREES OF TRANSITION BETWEEN PULL BOXES. A. FIRE RATED WALLS:SEAL PER SPECIFICATIONS FOR FIRE s w w 3 STOPPING. < 3ta5'aw°'a°3m SINGLE POLE SWITCH 6. WHERE CONDUIT(S)TRAVERSE AREAS WITH CEILINGS OPEN TO STRUCTURE,CONDUIT(S)SHALL BE CONCEALED AS WELL AS POSSIBLE FROM VIEW B. NEUTRALIZATION AREA:SEAL PER MECHANICAL DETAIL. O FROM CUSTOMER AREA. C. FREEZER/COOLER BOXES:SEAL WITH EXPANDING FOAM Z $3 3-WAYSWITCH SEALANT. O �2a 7. FOR CONDUIT RUNS SCHEDULED WITH 1-1/2"OR LARGER CONDUIT UTILIZE LARGE RADIUS SWEEPS AT POINTS OF TRANSITION. D. EXTERIOR:REFER TO ARCHITECTURAL DOCUMENTS FOR 4 4-WAYSWITCH SEALING REQUIREMENTS AT ALL EXTERIOR MOUNTED DEVICES, g 3 Qo 8 i w N a 8. ACCESSIBLE CEILING SPACE SHALL BE CONSIDERED 12 INCHES ABOVE A LAY-IN CEILING OR ABOVE BAR JOIST ACCESSIBLE BY A SCISSOR LIFT FOR FIXTURES,ENCLOSURES,AND RACEWAY PENETRATIONS. $K KEYED SWITCH AREAS OPEN TO STRUCTURE. N €�wgoyvo,p 3. PROVIDE A SEPARATE EQUIPMENT GROUNDING CONDUCTOR(SIZE PER NEC)IN PVC TYPE CONDUIT,POWER AND LIGHTING CIRCUITS, D DIMMER SWITCH ISOLATED GROUND CIRCUITS,OR AS SHOWN ON PLANS.CONDUIT S VARIABLE SPEED SWITCH SHALL BE SIZED PER NEC BASED ON THWN 600 VOLT COPPER SINGLE CONDUCTORS,PLUS THE EQUIPMENT GROUNDING CONDUCTOR. *M MANUAL MOTOR SWITCH N o s SINGLE POLE OCCUPANCY 4. WIRING DEVICES:DEVICE MOUNTING HEIGHTS ARE FROM FINISHED OS SENSOR SWITCH FLOOR TO CENTER OF OUTLET BOX UNLESS NOTED OTHERWISE ON W ; PLANS.COORDINATE THE STANDARD MOUNTING HEIGHTS WITH $OS2 DOUBLE POLE OCCUPANCY MASONRY: SENSOR SWITCH A. SWITCHES+44' OCCUPANCY SENSOR SWITCH, C. VO CEPDATAE20+20" j z FOUR-DIRECTION SENSING rn =W PS902 5. WIRING SHALL INCLUDE FINAL CONNECTION TO ALL EQUIPMENT INO L3D CONFORMANCE WITH EQUIPMENT SUPPLIER WIRING DIAGRAMS. O OCCUPANCY SENSOR SWITCH, POWER SUPPLY OS ONE-DIRECTION SENSING N (ETR) 6. CONTRACTOR IS RESPONSIBLE FOR PROVIDING AN UPDATED AND ,µ COMPLETE TYPEWRITTEN CIRCUIT IDENTIFICATION SCHEDULE FOR U UL RECEPTACLE,DUPLEX G m 24VDC INTERRUPT EXISTING LOW EVERY PANELBOARD AFFECTED BY THIS PROJECT. RECEPTACLE,DUPLEX, + VOLTAGE WIRING AND CONNECT MOUNTED HORIZONTALLY TO DEVICES AS SHOWN 6211-FS 7. NEW BRANCH CIRCUIT OVERCURRENT PROTECTIVE DEVICES -24VDC INSTALLED IN EXISTING PANELBOARDS OR DISTRIBUTION BOARDS O O °'1 RECEPTACLE,GFI ELECTRIC STRIKE SHALL MATCH THE TYPE AND AIC RATING OF EXISTING _/ N BLK OVERCURRENT PROTECTIVE DEVICES. O C�� O O SOLENOID RECEPTACLE,DUPLEX FLUSH FLOOR RED (ETR) 8. BRANCH CIRCUIT CONDUCTORS SHALL BE MINIMUM#12 AWG < UNLESS NOTED OTHERWISE IN SCHEDULES.WHERE 20A BRANCH o ❑� RECEPTACLE,DUPLEX ISOLATED CIRCUITS HAVE#8 AND LARGER WIRE SPECIFIED,#10 AWG WIRE ..Z p GROUND FLUSH FLOOR BLK SHALL BE USED FOR THE FINAL CONNECTION(15-FT MAXIMUM). 'O RECEPTACLE,DOUBLE DUPLEX 9. WHERE BRANCH CIRCUITS ARE GROUPED,SIZE CONDUIT AND �) O Z a TERMINATE WITH DERATE CURRENT CARRYING CONDUCTORS PER NEC. I�g M }{ RECEPTACLE,DUPLEX THREADED BUSHING NOTE:SET DELAY ON 625 CONTRACTOR u\l K o 11 ISOLATED GROUND TERMINATE WITH PUSHBUTTON TO NO DELAY TIME. PROVIDED SCHLAGE 10.PROVIDE UL LISTED HANDLE TIES ON ALL MULTIW IRE BRANCH Q 0 THREADED BUSHING REFER TO MANUFACTURERS 1910-1 VDC HORN CIRCUITS PER NEC REQUIREMENTS. RECEPTACLE,DOUBLE DUPLEX, INSTALLATION INSTRUCTION W Z ISOLATED GROUND F 0 RED 11.SUPPORTS FROM STRUCTURE:NO ATTACHMENT OF ANY TYPE RECEPTACLE,SIMPLEX TWIST IST LOCK, SHALL BE MADE TO BRIDGING OR JOIST WEB MEMBERS.UTILIZE L5-15R,LINO 1"CONDUIT CLAMP ONLY THE TOP AND BOTTOM CHORDS FOR SUPPORTING THE p O 1"CONDUIT CLAMP AS NEEDED 1"CONDUIT CLAMP NC NO WHT ELECTRICAL SYSTEM INSTALLATIONS. I(I�` J Z� RECEPTACLE,SIMPLEX TWIST LOCK, WITH PURLIN CLIP WITH PURLIN CLIP CONTRACTOR UhlrV N ISOLATED GROUND,L5-15R,LINO PROVIDED SCHLAGE JUNCTION BOX 12.DEVICES SHOWN ONUNLESS NOCOOLER/FREEZERDOPANELS SHALL BE D RECEPTACLE,DUPLEX TWIST LOCK, 625-RD-EX-DA SURFACE MOUNTED UNLESS NOTED OTHERWISE.SEAL DEVICES TO a o L5-15R,LINO 1"CONDUIT CLAMP 12" PUSHBUTTON COOLER/FREEZER PANELS WITH SILICONE SEALANT. w RECEPTACLE,DUPLEX TWIST LOCK, AS NEEDED 7 ISOLATED GROUND,L5-15R,LINO JUNCTION BOX 12" EXTEND SLEEVE 2"INTO 13.SURFACE MOUNTED CONDUIT ON COOLER/FREEZER PANELS OR IN z BOX AND TERMINATE ` FOOD PREP AREAS SHALL BE INSTALLED WITH GALVANIZED 1/2" m RECEPTACLE,SPECIAL 6 WITH THREADED BUSHING STANDOFF CONDUIT HANGERS TO ALLOW FOR CLEANING. NC RED INSTALL RED JUMPER WIRE 14.ONLY FEEDER CIRCUITS NOTED ON THE ONE LINE DIAGRAM AND RECEPTACLE,SIMPLEX BRANCH CIRCUITS NOTED BY LEGEND SHALL BE INSTALLED UNDER INTERRUPT EXISTING LOW SLAB.PROVIDE EXTERIOR COATED GRC BENDS ON ALL CONDUIT ISSUE BLOCK RECEPTACLE,PLUG-MOLD VOLTAGE WIRING AND EXTEND TO RUNS THAT HAVE 45 DEGREE BENDS OR GREATER.REFER TO JUNCTION BOX CONDUIT SHALL BE ROUTED WHT NEW DEVICES SPECIFICATION SECTION 16.100 FOR UNDER SLAB. (WALL MOUNTED/CEILING MOUNTED) 3/4"CONDUIT FOR POWER BEHIND DIGITAL SCREEN(S) BLK C NO �� 15.SEISMIC ZONE REQUIREMENTS:PROVIDE EXPANSION COUPLINGS THERMOSTAT CONDUCTORS. NOT USED AND BRACING FOR ELECTRICAL EQUIPMENT AS REQUIRED BY O DIGITAL SCREENS 660 PB LOCAL CODES. (WALL MOUNTED/CEILING MOUNTED) 1"CONDUIT FOR DATA ( ) FRONT SIDE PUSHBUTTON(ETR) ALARM JUNCTION BOX, CABLES 16.EXISTING ELECTRICAL AND ALARM: O (WALL MOUNTED/CEILING MOUNTED) A. WHERE DEMOLITION OR NEW CONSTRUCTION INTERRUPTS AP REPEATER EMERGENCY BUTTON WIRING DIAGRAM EXISTING ELECTRICAL CIRCUITS FEEDING EXISTING EQUIPMENT, ALARM JUNCTION BOX,® �j DEVICES,OR LIGHTING TO REMAIN,BUT NOT SHOWN ON FOR REMOTE TEST/RESET NTS O6/27125 v NTS DRAWINGS,PROVIDE LABOR AND MATERIALS TO REWORK (WALL MOUNTED/CEILING MOUNTED) CIRCUITRY,AS REQUIRED,TO MAINTAIN EXISTING OPERATION. B. IF DEMOLITION OR NEW CONSTRUCTION WILL DISRUPT OS SMOKE DETECTOR EXISTING UNDERGROUND SERVICES(ELECTRICAL,TELEPHONE, PARKING LOT LIGHTING CIRCUITRY,ETC.)PROVIDE ALL ❑l NON-FUSED DISCONNECT MATERIALS AND LABOR AS REQUIRED TO REROUTE,SLEEVE, OR OTHERWISE REWORK THESE SERVICES TO MAINTAIN THEIR F EXISTING OPERATION. USED DISCONNECT PROVIDE TIE WIRES FOR C. EXERCISE CAUTION AROUND ALARM AND SECURITY CABLES EQUIPMENT CONNECTION POINT FLEXIBLE METAL CONDUIT BOX HANGER-THIS IS DURING DEMOLITION AND CONSTRUCTION.PROTECT ALARM 0 NOT PART OF THE AND SECURITY CABLES FROM ACCIDENTAL DAMAGE SO THAT (PROVIDED WITH EQUIPMENT) SYSTEMS REMAIN OPERATIONAL AT ALL TIMES. CEILING SUSPENSION, INSTALL FURNISHED POWER POLE.MOUNT JUNCTION BOX(ES)TO TOP SIDE OF CIRCUIT,CONCEALED IN WALLS OR ADJUSTABLE T-BAR BOX TYp D. DISPOSE OF ALL REMOVED MATERIALS,UNLESS OTHERWISE —� BOTTOM CHORD OF BAR JOIST.PROVIDE 3/8"FLEXIBLE METAL WHIPS FROM NOTED. CEILING,E INDICATES EXISTING WIRING HANGER TO SPAN 24" JUNCTION BOX AND CONNECT AT TOP OF POWER POLE.CABLE WHIPS TO POWER CIRCUIT,CONCEALED IN SLAB FLOOR, LENGTH OF CEILING TILE SUPPORT CLIP TO TIE WIRE POLE SHALL BE INSTALLED IN A NEAT AND WORKMAN-LIKE MANNER.ROUTE WHIPS CHECKED BY: IRS �-- (BOX SUPPORT PER NEC) f AT MAXIMUM 4'-6"SPACING. TO TERMINATIONS ALONG UNISTRUT OR STRUCTURE AND SUPPORT EVERY 12"TO 17 A. GE ERATING ECREMOVE OR RETRICAL LOCATE EXISTING ELECTRICAL DRAWN BY: JL E INDICATES EXISTING WIRING ROUTE CONDUIT TO 24"ALONG THE ENTIRE UNCONCEALED LENGTH.EXCESS CABLE SHALL BE KEPT TO CIRCUIT,EXPOSED, JUNCTION BOX AT BAR JOIST AMINIMUM AND TIGHTLY COILED AND ATTACHED TO UNISTRUT OR JOIST. EQUIPMENT,CONDUIT AND CONDUCTORS AS INDICATED ON pR0T0 CYCLE: OS/30/25 ~— E INDICATES EXISTING WIRING - - MAGNETIC PANEL THE DRAWINGS,OR ONLY AS REQUIRED BY DEMOLITION. JUNCTION BOX FLUSH REMOVE ALL PANELBOARDS,DISCONNECT SWITCHES,BOXES, ----------- LOW VOLTAGE WIRING MOUNTED IN LAV-IN NO CONNECTION OF ANY KIND SHALL BE MADE TO JOIST RELAYS,TIME SWITCHES,LIGHTS,DEVICES,ETC.,WHICH WILL DOCUMENT DATE: 09/03/25 CEILING NOT BE REUSED. 1 MOVEABLE MOUNTING PANEL: WE MEMBERS,JOIST BRIDGING,OR ROOF DECK.MAINTAIN B. SALES FLOOR:REMOVE UNUSED POWER DROP CONDUIT, H CONDUIT SLEEVE MOVE PANEL TO FAR LEFT OR LMINIMUM 6"CLEARANCE FROM TOP OF POWER POLE TO S20R RECEPTACLE FOR IFIF RIGHT ALONG THE FRAMING T-BAR ROOF DECK.JUNCTION BOXES AND RACEWAYS SHALL NOT CONDUCTORS AND RELATED DEVICES SERVING SALES AREA MONITOR POWER.LOCATE TO _ MEMBER TO MINIMIZE f BE MOUNTED WITHIN 1-1/2"OF DECK. GONDOLAS BEING RELOCATED OR REMOVED.EXISTING tt FLUSH MOUNTED PANELBOARD BE WITHIN REACH OF DIGITAL OBSTRUCTION OF SIGNAGE CONDUIT AND CONDUCTORS MAY BE REUSED FOR NEW POWER SCREEN POWER CORDS. ABOVE.COORDINATE WITH GC DROPS WHERE SIZE,RATING,AND CONDITION MEET SURFACE MOUNTED PANELBOARD FOR FINAL LOCATION.INSTALL CEILING POLES ARE ABLE TO BE FIELD CUT FOR AREAS THAT HAVE REQUIREMENTS INDICATED ON PLANS AND ALL U.L.RATINGS. SET SCREWS IN TOP OF PANEL LOWER STRUCTURE OR CEILINGS.FOLLOW MANUFACTURER REMOVE ALL UNUSED CONDUIT AND CONDUCTORS BACK TO J-BOX WITH BLANK COVERPLATE 6 COVERPLATE INSTRUCTIONS FOR CUTTING.WHEN PENETRATING GYP POINT OF ORIGIN WHENEVER FEASIBLE.IF CIRCUIT IS NOT - TELEPHONE/DATA BOX FOR ISO FOR DATA CABLES. J ONCE LOCATION IS FINALIZED. BOARD CEILINGS OR SOFFITS COORDINATE LOCATION AND REUSED,REMOVE CIRCUIT BREAKER AND REPLACE WITH RECEPTACLE QUANTITY OF ACCESS PANELS TO MAINTAIN ACCESS PER NEC FILLER PLATE.EXCEPTION:DISTRIBUTION AND POWER SWITCH LOW VOLTAGE CABLE - - - REQUIREMENTS WITH ARCHITECT.SECURE TOP OF POLE PER BREAKERS SHALL BE ETR AS"SPARE".PROVIDE HANDLE LOCK BOX FOR OTHER MANUFACTURER INSTRUCTIONS. OFF DEVICE TO LOCK"SPARE"CIRCUIT BREAKER IN THE"OFF" ❑� FOCAL WALL ELEVATION CEILING MOUNTED RECEPTACLE POSITION.UPDATE TYPEWRITTEN CIRCUITIDENTIFICATION TELEPHONE,FLUSH FLOOR EXTEND POWER PROVIDE PVC SLEEVE LENGTH 12" SCHEDULE AS"SPACE"OR"SPARE". O J NTS O6/27/25 ` I NTS 07/27/18 POLE 12"MIN. MIN.TO 36"MAX.TO ACCOMMODATE C. CONDUIT AND WIRING TO BE ABANDONED IN CEILING SPACES MOTOR �� WITHIN PVC SLEEVE VARIATIONS IN STRUCTURE HEIGHT. AND OTHER NON-PUBLIC AREAS(I.E.,THROUGH STOCKROOM AREA):CUT WIRING LOOSE AND REMOVE FROM RACEWAY(S), LEAVING RACEWAY(S)IN PLACE.CONDUIT TO BE ABANDONED IN 71 TELEPOOER POLE WALLS OR FLOORS SHALL BE REMOVED BACK TO FINISHED SURFACE AND CAPPED INSIDE.REPAIR SURFACE(S)TO MATCH PUSHBUTTON ADJACENT. D. ALL CIRCUIT BREAKERS SERVING BRANCH CIRCUITS TO BE REMOVED SHALL ALSO BE REMOVED.REMOVE CIRCUIT �B BUZZER PROVIDE 2-1/2" BREAKER AND REPLACE WITH FILLER PLATE.EXCEPTION: UNISTRUT INSTALL CEILING FLANGE DISTRIBUTION AND POWER SWITCH BREAKERS SHALL BE ETR PROVIDE UNISTRUT PER SAIL SWITCH ROUTE FLEXIBLE STRAP TO FURNISHED WITH POLE WHEREVER AS"SPARE".PROVIDE HANDLE LOCK OFF DEVICE TO LOCK SS SPECIFICATIONS.LENGTH AS JUNCTION BOX METAL FIRMLY CLAMP POLE PASSES THROUGH CEILING "SPARE"CIRCUIT BREAKER IN THE"OFF"POSITION.UPDATE REQUIRED TO SPAN JOISTS.SECURE CONDUIT TO JUNCTION PROVIDE TIE WIRES FOR TO CONDUIT TYPEWRITTEN CIRCUIT IDENTIFICATION SCHEDULE AS"SPACE" HORN/STROBE BOX AT BAR JOIST INSTALL TWO-PIECE,SELF-ADHESIVE TO BOTTOM CHORD OF BAR JOIST. OR"SPARE". BOX HANGER-DO NOT PROVIDE UNISTRUT PER FLANGE FURNISHED WITH POLE SUPPORT FROM CEILING SPECIFICATIONS.LENGTH AS E. DEMOLISHED FLUORESCENT LIGHT FIXTURES:REFER O DH DOOR HOLD OPEN GRID REQUIRED TO SPAN JOISTS. EXTENDER ARM I WHEREVER POLE PASSES THROUGH PROVIDE DE BOLT AND SELECTIVE SITE DEMOLITION SPECIFICATION FOR DISPOSAL OF ADJUSTABLE T-BAR BOX SECURE TO BOTTOM CHORD POWER POLE MILLWORK,EXCEPT AT CHECKOUTS 1-1/4"FENDER WASHER,TYP LIGHT FIXTURE. HANGER TO SPAN 24" SUPPORT CLIP OF BAR JOIST F. BUILDING COMPONENTS ABANDONED BY THE SCOPE OF WORK TC TIME CLOCK LENGTH OF CEILING TILE UNISTRUT SHALL BE SECURED TO PREVENT FALLING,LOOSENING,OR ABBREVIATIONS (BOX SUPPORT PER NEC) JUNCTION BOX CREATINGDAMAGE F ANY KIND IN THE FUTURE. 2-1/2"PVC MILLWORK JUNCTION BOX SECURED TO BAR CONDUIT 18.DATA AND PHONE CONDUIT INSTALLATION MILESTONE DATE: a,b,c LOWER CASE LETTERS INDICATE JOIST OR UNISTRUT PROVIDE UNISTRUT ALL RACEWAY AND CONDUIT SLEEVES FOR DATA AND PHONE �Q D SWITCHING CONFIGURATION FLUSH MOUNTED P1026 ANGLE FITTING CABLING TO BE INSTALLED 3 WEEKS PRIOR TO CONTRACT AFF ABOVE FINISHED FLOOR IN LAY-IN CEILING OR EQUAL AFG ABOVE FINISHED GRADE SUBSTANTIAL COMPLETION DATE. Q F C CONDUIT T-BAR SPACER 19.ETHERNET CABLE: INCLUDED N CCT CIRCUIT ip A. FURNISH AND INSTALL JUNCTION BOXES AS SHOWN ON PLANS. POWER POLE WITH FOOT CF CEILING FAN [05 PROVIDE CONDUIT AS REQUIRED BY LOCAL CODES AND/OR p, CW CASH WRAP ORDINANCES. «,Rapp y.LQµE35MC{�' EC ELECTRICAL CONTRACTOR CEILING PROVIDE 1-1/4"FENDER BOTTOM B. ETHERNET CABLE IS FURNISHED BY OTHERS. ni. � PROVIDE TWISTLOCK CHORD OF BAR EF EXHAUST FAN "KELLUMS"STRAIN 1/4"TAPCON+ FINISHED WASHER,LOCK WASHER C. ELECTRICAL CONTRACTOR SHALL INSTALL CABLE IN POWER 09/D4/2D25 ETR EXISTING TO REMAIN RELIEF RECEPTACLE.SIZE RECEPTACLE AT 2 3/4„ AND NUT,TYP JOIST POLES. BASED ON RATINGS OF FLOOR EWC ELECTRIC WATER COOLER D. ELECTRICAL CONTRACTOR SHALL INSTALL OTHER CABLE AS G GROUND RELIEF STRAIN CONTAINMENT GRIP EQUIPMENT BEING SERVED EMBEDMENT, (FORPOWER EPOLEEST FOOT RELIEF TYP (FOR FREESTANDING DIRECTED BY WALMART CONSTRUCTION MANAGER. ELECTRICAL GC GENERAL CONTRACTOR CONTAINMENT GRIP POLES) GFEP GROUND FAULT EQUIPMENT PROTECTION _�DROPCORDTO DETAILS GFI GROUND FAULT CIRCUIT INTERRUPTER CONNECTOR AS CONNECTOR AS BE TYPE SO WHEN INSTALLING ENTERTAINMENT TABLE(ENT)POWER WHERE POWER POLE FOOT IS TO BE INSTALLED ON TILE,RUBBER HD HAND DRYER SPECIFIED FOR SPECIFIED FOR POLE,A SEPARATE SPACER IS PROVIDED TO BE INSTALLED FLOORING,OR CARPET,REMOVE PORTION OF THE FLOORING TO ALLOW IG ISOLATED GROUND EQUIPMENT. EQUIPMENT IN SPACE BETWEEN SIDE OF MILLWORK AND POLE. FOOT TO BE SECURED DIRECTLY TO THE FLOOR SLAB.REFER TO SPEC LC U LIGHTING CONTROL UNIT SO CORD AS ENSURE PROPER POLE ORIENTATION TO ALLOW POLE AND SECTION 05090.DO NOT INSTALL DIRECTLY ON TOP OF TRANSITION STRIPS. NIL NIGHT LIGHT SPECIFIED BRACKET TO BE MOUNTED FLUSH WITH THE TABLE. SECURING THE FOOT DIRECTLY ON TOP OF VCT FLOORING IS ACCEPTABLE. NTS NOT TO SCALE FOR EQUIPMENT. REC REFRIGERATION ELECTRICAL CONTRACTOR RC REFRIGERATION CONTRACTOR RH RADIANT HEATER SUSPENDED DROP CORD - SUSPENDED DROP CORD EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING SC SECURITY CAMERA - ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND TR TAMPER RESISTANT EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE UHP UNITC EATER LAY-IN CEILING OPEN STRUCTURE POWER POLE CONNECTION SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING LINO UNLESS NOTED OTHERWISE J NTS 07/27/18 , L I NTS 0-7118 , I I NTS 07/26/19 SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: WH WATER HEATER DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF E 3 WP WEATHER PROOF EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO WR WEATHER RESISTANT FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. FEEDER SCHEDULE POWER INTERRUPTION NOTE ALLCONDUITAND CONDUCTOR SIZES ARE BASED ON EMT WITH 40% COORDINATE ALL WORK THAT REQUIRES POWER FILL,75°C RATED TERMINATIONS AND TYPE THHN/rHW N-21NSULATION. 0 FOR NON-EMT CONDUIT OR TERMINATIONS OR INSULATION TYPES INTERRUPTIONS TO THE STORE WITH THE STORE RATED LESS THAN 75°C,MODIFY SIZES ACCORDING TO NEC. MANAGER AND THE WALMART CONSTRUCTION MANAGER 0 FEEDER OR GROUND SIZE A MINIMUM OF 48 HOURS IN ADVANCE OF ALL STORE ARCHITECT OF RECORD: POWER INTERRUPTIONS.IN ADDITION,IF THE MAIN BRR ARCONEF CTURE,INC uE 123 (3)#l,(1)#6 G,1-1/4"C ELECTRICAL SWITCHGEAR REQUIRES WORK AND DOES 124 (4)#l,(1)#6 G,1-1/2"C NOT HAVE A MAIN SERVICE DISCONNECTING MEANS, 11ER-1—1,Rs 11104 G4 #4 COPPER GROUND,3/4"C COORDINATE WITH THE UTILITY COMPANY MINIMUM OF T224 (4)#410,(1j#2 SSBJ,2-1/2"C TWO WEEKS IN ADVANCE OF THE STORE POWER FAx e.x xex soon V224A (4)250 k-11,(1#3 G,2-1/2"C INTERRUPTION.IF STORE IS NOT OPEN 24 HOURS PER - - DAY,ALL STORE POWER INTERRUPTIONS ARE TO BE ACCOMPLISHED AFTER NORMAL STORE BUSINESS AS REQUIRED ARC FLASH PEER UR SPECIFIICATONS.INSTTALLATIIONOVIDE TEMORAYEOF NEW EQUIPMENT SHALL BE COMPLETED AND THE POWER SYSTEM TESTED AND RE-ENERGIZED PRIOR TO THE TIME ESTABLISHED BY ARC FLASH HAZARD WARNING LABELING REQUIREMENTS THE STORE MANAGER AND THE WALMART PER NEC ARE PROVIDED BY OWNER UNDER SEPARATE CONSTRUCTION MANAGER. CONTRACT. ONE-LINE DIAGRAM LEGEND TRANSFORMER =3=W tyFw �w�°s 3t agave °am PROVIDE LAMINATED NAMEPLATE FOR ALL U- >Ew aaorow`-Mj o TRANSFORMERS WHEREPRIMARY DISCONNECTING NEW EQUIPMENT 3:w wNy`,,ow�'o€o MEANS IS NOT LOCATED IN SIGHT OF TRANSFORMER. r i,U�;�OON3<w NAMEPLATE SHALL INDICATE PRIMARY SOURCE OF EXISTING EQUIPMENT g 3a" I ooya N POWER AND LOCATION OF DISCONNECTING MEANS. EQUIPMENT TO BE DEMOLISHED a mow" ,°E�w 1a- �`<g NOTE: KEYNOTES ALL OF THE ELECTRICAL DEVICES SHOWN ON THE RISER DIAGRAM ARE EXISTING AND ARE BASED UPON AS-BUILT DRAWINGS.E.C.SHALL VERIFY THE EXACT EXISTING CONDITIONS,SIZES AND LOCATIONS OF EQUIPMENT N N REPRESENTS THE AVAILABLE FAULT PRIOR TO ROUGH-IN.THIS RISER IS SHOWN FOR o s CURRENT IN RMS SYMMETRICAL AMPS EXISTING SUBMETERING:IF IT IS NECESSARY TO REMOVE A INFORMATIONAL PURPOSES ONLYAND ANY NEW AT THE RESPECTIVE TRANSFORMER, —W m METER,RTU SERVER,CT OR DISRUPT THE COMMUNICATION OF DEVICES ARE SHOWN IN BOLD AND ARE NOTED.DURING =3 �XX,XXX PANELBOARD,OR EQUIPMENT. THE SUBMETERING SYSTEM IN ANY WAY,THE CONTRACTOR IS CONSTRUCTION,THE STORE SHALL STAY OPEN FOR RESPONSIBLE TO RESTORE THE SUBMETERING SYSTEM TO THE BUSINESS.ANY NECESSARY POWER DOWNTIME SHALL FAULT CURRENT CALCULATIONS ARE SAME LEVEL OF OPERATION THAT EXISTED PRIOR TO THE WORK EXISTING DISTRIBUTION SYSTEM IS BE SCHEDULED AND APPROVED BY WALMART F z EXISTING BEING INITIATED.THE EXISTENCE AND FUNCTIONALIY OF THE SERIES RATED.E.C.SHALL PROVIDE CONSTRUCTION MANAGER. Z o BASED ON AVAILABLE CURRENT OF 33,636 F UTILITY TRANSFORMER AMPS AT SECONDARY TERMINALS OF THE SUBMETERING SYSTEM SHALL BE VERIFIED BY CALLING CIRCUIT BREAKER(S)THAT WILL i - 480Y/277V,30,4W SEC WALMART BUILDING PERFORMANCE TEAM AT 479-2040432 MAINTAIN EXISTING MANUFACTURER'S UTILITY TRANSFORMER AS PROVIDED BY THE UTILITY COMPANY. BETWEEN THE HOURS OF 7 AM AND 5 PM CENTRAL TIME. U.L.LISTED SERIES RATED SYSTEM. z O U (E)8 SETS OF KCMIL MSB EXISTING 40/277VOLT,3(PHASE,4WREBUS IN 4-C o IN 4"C. I M CT O O_/ ---- ----------- -- O O Q SHUNTTRIP SHUNTTRIP I GFS I GFS 3:" z000 O KWH PT A11 A-1 UL J O Z n ST GFR M o Q L O 3000A-3P L O 160OA-3P MAIN Z Z ED MAIN BREAKER "QC"BREAKER KIRK KEY KIRK KEY w m o zo o INTERLOCK INTERLOCK V I(o w' 'r Z 125A 225A 200A 200A 400A 400A 600A 225A 600A 225A 350A 200A I Ii N KWH ( 3P ( 3P ( 3P ( 3P ( 3P ( 3P ( 3P ( 3P ( 3P ( 3P ( 3P ( 3P n ETR ETR ETR ETR ETR ETR ETR NEW ETR ETR ETR ETR a o w z NEW SQUARE D 225A/3P (E)(2)SETS OF (E)(1)SET OF (E)(2)SETS OF (E)(1)SET OF O CIRCUIT BREAKER (4)#350KCMIL& (3)#410GND (3)#110 GND (3)#310 MODEL#JDA36225 #1 GND IN 3"C. IN 2.5"C. - IN 1.5"C. - GND IN 2"C. I I ISSUE BLOCK (E)(1)SET OF (E)(1)SET OF (E)(2)SETS OF (4)#3/0 (a)#3/0 (4)#3/0 GND IN 2"C. GND IN 2"C. NO IN 2"C. I I EXISTING EXISTING LPN G PNLBD PNLBD(E)(1)SET OF (E)(1)SET OF HiP1 H1P2 _ __ __ __ _ __ __ __ __(4)#1 GND (3)#4/0 480Y/277V480Y/27N N IIN 1.5"C. - GND IN 2"C. - (E)(1)SET OF GI #6&1"C EXISTING EXISTING EXISTING NEW SQUARED EXISTING EXISTING GND IN 1"C. MAIN MAIN MAIN I -2.80%VD V224A PANELBOARD II PNLBD PNLBD PANEL PANEL PANEL T1D MODEL#NF442L2C H411 H4C 480V 480V 480V 150KVA 480Y/277V 480YI277V 48OV-208Y/120V (E)(2)SETS OF (E)(2)SETS OF (EXISTING) 6,953 (3)#3/0 (4)#350KCMIL& GND IN 3"C. - #1 GND IN 3"C. HYBRID HOUSE LTA HYBRID HOUSE DTB HYBRID HOUSE MTC (E)(2)SETS OF (E)(1)SET OF NEW (3)#2/0& (E)(2)SETS OF (E)(1)SET OF (4)#3/0& PNLBD T4D GND IN 1.5"C. (a)#1/0 8 (a)#250KCMIL 8 #6 GND IN 2"C. _ 48 YP27N 225KVA #2 GND IN 2"C. - #2 GND IN 2.5"C. __ __ __ __ - _ __ __ __ _ 480V-208Y/120V I (EXISTING) 225A I �� - CHECKED BY: IRS EXISTING 3p ( NEW SQUARED 125A/3P PNLBD ETR \ 123 6,471 CIRCUIT BREAKER Li D1 r EXISTING EXISTING EXISTING MODEL#EDB34125 (E)(3)SETS OF DRAWN BY: JL 208YI120V PNLBD PNLBD PNLBD (4)#300KCMIL& (E)(1)SET IL 2PlY/27 H2P2 H28 TPU 75K #2/0GND IN 2.5"C. PROTO CYCLE: OS/30/25 (a)#250KCMILB 480V/277V 480YI277V 480V/277V 75KVA L-- -- -- -- -- - DOCUMENT DATE: 09/03/25 ELECTRICAL ROOM 1 I 480V-208/120V I #2 GND IN 2.5"C. ( EXISTING EXISTING __ __ C0 F PNLBD PNLBD NEW SQUARED 1 (E)(1)SET OF (E)(1)SET OF (E)(1)SET OF TRANSFORMER 208Y/120V 208Y/120V I MODEL#EXN75T3H I (E)(1)SET OF (4)#3 (3)#4/0 (3)#3 EXISTING EXISTING EXISTING EXISTING EXISTING GND IN 1.25"C. GND IN 2"C. - GND IN 1"C. - I I #6 GIN#310 8 PNLBD BUSWAY BUSWAY PNLBD BUSWAY #6 GND IN 2'C. H3B 208Y/120V 208Y/120V 208YA20V 208Y/120V T2D TFS MAXIMUM 25' 480V/120V 150KVA 75KVA � CONDUCTOR EDC4 L-------------- 48OV-208Y/120V 480V-208Y/120V LENGTH -- -- -- -- I I I I I I (EXISTING) (EXISTING) (E)(1)SET OF TRAINING SALES FLOOR - - 3,115 (E)(2)SETS OF (D)(1)SET OF ELECTRONICS (3)#4 __ __ __ (E)(1)SET OF (E)(2)SETS OF (E)(1)SET OF (4)#3/0 (4)#3 T3D GND IN 0.75"C. (4)#1 (4)#250KCMIL& (4)#4/0& #1 GND IN 2.5"C. GND IN 1.25"C. GND IN 1.5"C.�#1/0 GND IN 3"C. #2 GND IN 2.5"C. NEW 480V 20BY/120V -- -- - pLPU _ (EXISTING) 225A 208Y/120V 1_ (E)(1)SET OF EXISTING EXISTING EXISTING 3P EXISTING UPS UPS PNLBD PNLBD PNLBD ETR I PNLBD I I BUSWAY I I DEMO I (4)#1/0 ETR ETR L2D1 L2D2 L2B L4D2 BL4A PNLBD GND IN 2"C. - - 208Y/120V 208Y/120V 208YI120V NEW SQUARED PANELBOARD 208V/120V 208Y/120V LRX EXISTING (E)(1)SET OF (E)(1)SET OF MODEL#NQ442L2C 208Y/120V PNLBD EXISTING (4)#1 --#2 GN I - -- WITH 225A O MAIN CIRCUIT GND IN 1.5"C. - (4 GND IN 2.5"C. BREAKER MODELN CIRCUIT IT L3D PNLBD PICKUP 208YI120V L1U -- -- -- -- DELI PREP SALES FLOOR PHARMACY(DEMO) MC2 I I NEW SQUARE D 10OA/3P BREAKER ACC MECH ROOM UPC ROOM MODEL#QOB3100 -0.65%V14,4 (E)(i)SET OF (E)(1)SET OF (E)(1)SET OF (E)(1)SET OF (E)(1)SET OF (4)#3/0 (4)#3 (4)#1 (4)#6
 (4)#3 GND IN 2"C. GND IN 1.25"C. GND IN 1.5"C. GND IN 1."C. - GND IN 1.25"C.(� ( w 208V/120V 9 3wsm .0� NALb� EQUIPMENT ROOM WHITE BOX GARDEN CENTER VISION CENTER I SERVIOCR� PHARMACY�FOOD TENANT 0 9/0 412 0 2 5 NEW SQUARE D PANELBOARD ELECTRICAL MODEL#NQ430L1 C ONE-LINE, I EXISTING EXISTING I BUSWAY BUSWAY BL2U BL2A DETAILS AND 208Y/120V 208Y/120V I I SCHEDULES I I LHECKOUTS EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND PARTIAL ONE-LINE DIAGRAM EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES NTS PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF E4 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. S CHOARDSCHEDULE:BRWIm2E (E)SWITCHBOARD'MSB' PRaaCT:S37ETAUIPSUB A PANEL SCHEDULE:NUCLEON (E)PANEL'H1P2' nLaccT:amzwRgwlwA PANELBOARD (E)PANEL'H2P1' TSTAmyr+wA (E)PANEL'H4B' T5)A,RMM„wA N.NORMAL SECTION:I OF 1 SECTION:I OF 1 .NORMAL 8ECTWN:t OF t SECTI N.I OF 1 01.26.24 • LAsslFlcano wLTnDE 4Eormrvsm cusslOMlq_TCH.OARO•Mse• MNLns ooA MwNUG ONLY sAC'+ooa Ma uGs Lr ROM IM Nsmrc ewRo'Msa' vallo N ivaE 4ear � Lv 1. TERMINATE GROUND ON ISOLATED GROUND BUS. MOUNTING:FIELDVERIFY NEUTRAL:100%RATED ONLY MOUNTING:FIELD VERIFY NEUTML'.100%MTED OH G.FIELDVERIFY EtITRAL:t00%MTEO ON G: ELDVERIFY NEUTRAL:tOoz RnTED� CKT B LOAC LOAD LOAD LOAD R NA!LOTE ITEM DESCRIPTION N.MAIIAOLE IVA 0 VAI MPG ROLE NO. ITEM DESCRIPTION OTE NOTE 'TEM RET` L AN POL NO ITEM DEESCRIPTION NOTE NOT ITEM DEGICRIKION I 11A � N m ry 2. INSTALL LOCKING DEVICE(LOCK-OFF FOR MAINTENANCE).LOCKING DEVICE SHALL BE UL ARCHITER OF RECORD: IN A UFACEBLE s 1 c FLOOR ucxnrH+c s m c xom xERIM AR.NI sTmieuLE w1Eir cnH m xm ER FACE q PANEL'XiPY i m0 3 21110 A 12E0 13 a X/BU&METERING SALES El00R LIGHTING m 18mm 1 urUREB ACADE WHTIxG m Ais Go PAG IS 'AD III q PAHEoxror ,I PACE IN gPANEOH3B' G 11 20 1 3310 C I P ION CENTER LIGHTING 11 IS 1 11. 1111 12 INSIDE SNUES LIGHTING 11 uniso - 3. INSTALL LOCKING DEVICE(LOCK-ON FOR CRITICAL1'E m ROCERY sroowonNcxnNc LOAD). HAS MUS 17 m100 C 10063 16 ROCERY BALES FLOOR LIGHTING m 1 SRI < Go 1e PACE m 6m NCr LIGHTNG ING HI Fwx..13-x.2-ED44 TRANSFORMER D' ELTA uGHQ. IRS - 4. GFI BREAKER FOR PERSONNEL PROTECTION(5MA). mi so ING III ED 3 )OCKEY PUMP n ESN)Hr 5. GFI BREAKER FOR EQUIPMENT PROTECTION(30MA). n 5 e1 non n xexo PACE PACE C xe m n m 2B BE C d263E PACE m < 3260 m 2 m ARMNG LOT LIGHTING m m >a MFRTIP�.REOxE _ 6. CONDUCTOR SIZE HAS BEEN INCREASED FOR VOLTAGE DROP.SIZE EQUIPMENT GROUNDING CONDUCTOR PROPORTIONATELY PER NEC. JMT EATER PUMP ROOM 20 41 Ono c PACE PACE •9P+ W 7. REFER TO ONE-LINE DIAGRAM FOR AVAILABLE FAULT E FANELHu' 3 as a Nrzz rent LOAo uucuunoxa Loco caLcuurroxe - CURRENT FOR INTERRUPT RATINGS. �4s 94r22 e e LOADOEBCRIPTION MN.IVN ANDF CSC.Na CONM.Na NDF CALL.IVA) 4BPAHq N18' 4e mo 1 11mm A o Hua H M1acELUNEouacoxTINuaus: - Mus%AC LOAD 3UMNARY - 2sx LOADeU1MMRY B. REFER TO ONE-LINE DIAG RAMS FOR WIRE SIZES. w ° =y F Et tEMm e , sx EQUMMENT a M13CELUHEoue: trox T - EQUIPMENT Manwxi ous - M+wsLACr xx.Na cac-Nw b 3 t a w w n W a w LARGEST Moron: - - CONNETOTALCTED rLOAD ARI ux LARGEST Mo oar - - ONEEC 11 LOUIS wA ARECELLIwEouScoNiNuouOs. ) 9. FACTORY WIRED TO LOAD. O ¢ 5 ah 3w ss lure g� H o�ow`NHM E PANEL H2a' E9 aw ' wne E 3eo 33 a 60 oMPAcroR - IGAA - P Ee DLOAo Ares - ISNA - P Eer LO"0 alva EQUIPMExreMl AL LOADau 10.BREAKER SHALL BE HIGH MAGNETIC TYPE. p 3LLal°RN'w °h�O ° E016 - HA6EB:1B.180VA SBA RECEPTACLES OVER - EO% - NOSES:11.6m VA 42A UN CONNECTED LOAD AMPS LIGHTING T-T q PANEL'N2B' 61 600 3 BE61B A t�2 20 9 63 OMEBTIC BOOSTER PUMP RECEPTACLES OVER 10 - - PHAs-137,Bm Vw 498A z'N; bpw3a MA - - 11.BREAKER REMOVAL-FIELD VERIFY CIRCUIT Jroww000�3 1Y.RIG HOUSE GTEs ° BREAKER IS NOT SERVING AN EXISTING LOAD.IF NO a r e D:7tser v TOTAL CALCULATED LOAD:3T,Issv RE oTCHEN1EOUIP tr48a eox 1o516B PHASE e.13e,smvA soza o WG6p.20m r1 1Q rmALGLOuuTeOAMPb n• rorAL caLcuureoalLPa•s• EXISTING LOAD,REMOVE CIRCUIT BREAKER AND GGHvo e� PROVIDE FILLER PLATE.IF BREAKER IS SERVING A CALCULATIONS TOTAL CALCULATED LORD.m,r VA LOAD,IDENTIFY LOAD SERVED.UPDATE CIRCUIT LOAADERION ION NN.NA) L CALC.rya NOTES: XAR®B ENf NEERB,INC. - IWl8a8 ETSOINEERB,INC. TOTAL CALcuurfDAMPa.leaA IDENTIFICATION SCHEDULE AS"SPACE"OR INDICATE NOTO I- CONNECTED LOAD Ass. 1 3 EQUIPMENra M1s xls1 m% x1s1az1 I.moMcexDN6rruBwM+FwERacnro wvswru+ERrowTCHE1MNw tmt THIRD AV SUITE Bm 1toMrovOENOx6TAurEwMEx®iwNDMN•.FwruRe+TowrcxBMxw 1 6m -1m LOAD SERVED. Ni. I- I. TOTAL SEATTLEWa9e1°1 SFATTIE.WA m1U1 LIGHTING HARGIS ENGINEERS,AVSUITE'. LARGEST OTOR:: PHASE A.mzan vA 2-A FA COo 4&vm PILGas)aeaareF.0-AND-TILL-BUENNER.MCNOMNAESCTUREPTOwTCxEarTxc. I sca 12.DUAL TAP REMOTELY OPERATED BREAKER. NFl RECEPTACLE Az.GOM usum Ax(za6l uauw SEATTLE-solo CONNECT EMERGENCY/NIGHT LIGHTING TO os RECEPTACLESIzeG Iz6o PHASES.7sSfie4va 2E72A PH ImIelNeanS UNSWITCHED TERMINATION. comvuT EH ;W Bop 2857A Ax.1-11 U. TIEW vim; amHENi cEQULAiP=m: I o as% Ics1EE � 13.EXISTING CIRCUIT AND/OR CIRCUIT BREAKER. V Bolo TOTAL CALCULATED LOAD:E377,77 v PANEL SCHEDULE:GMM (E)PANEL'L1D2' rsr Amym WR SCHEDULE:00012025 (E)PANEL'L2B' 7n AmrmwA CLASSIFICATION:NORMS 35 VOLIAGE:2oero-1,&WINE SECTION IO A7IGN:NG"MAL SECTION: F �"Z Ps:saelA aaEucER 14.ROUTE CIRCUIT THROUGH CONTACTOR. Z FED FROM: E.S ONLY .M:Iq THANSFORMEA•T2q (E)PANEL'L2D7' 375Twuolo.,WA <t7 TOTALS: x3n,77z TOTAL CALCULATED AM HARGIS ENGINEERS,INC. SECTORS 0F1 15.PROVIDE INTERLOCK WIRING WITH EXHAUST HOOD z ., DVDEN3IHSTnU xMueRENEa,SEE 61EE7E4FQaEW0i u00MxWeER. 1 Tw"D AVENUE,su Sao MOUNTING VERIFY CKTR EREAKERaTLOAD LOAD SIR KER LKT MOUNTING FIELD VERIFY NEUTRAL KT EAxEnAI- AE EAKER Kr oM(q P,wERVMze• Lr ANSUL SYSTEM. TE' NOT RGOWEM DESCRIPTION N0,AMP PoL 1 0 LAI AMP POL N0. ITEM DESCRIPTION NOT ITEM DESCRIPTION N0.AMP PoL R PoL x0. ITEM DESCRIPTION NOT 21"301 SEATTLEWABB1Ut TE ZQ 2 El PANEL BD Fa<.la6e)Im3w3so NNE LOAo 1oAo 16.RELOCATED CIRCUIT FROM EXISTING PANELBOARD. Q ACE j[11s acexi ; Is m 15 ; u60 RB a zmE aI NO, ITEM DESCRIPTION owc MMACrHiIuiE E e E,PANEL LTS2 C mPI R sw A Nido m 17.PROVIDE BLANK CIRCUIT BREAKER FILLER PLATE OEBK IG B m 1 1m B 14. Gs 10 NDING MACHINE B 10 3 m Em B 5+0 m PACE R OF FACE R OF G ROOM RECEPTS m 7m c 144o m 1 u NO MACHwE 1z E m 1No c Tam m FOR EXPOSED SPACE IN PANELBOARD. O q PANELTZ02 GG PANEL PANEL'HPU' PROMECT,mT57AEIPMRPVIA C:7 A LED 18.PROVIDE U.L.LISTED OVERCURRENT DEVICE TO CLASSIFICATION NORMAL NQ ozs wLTAGE 4emmrvlm,awlRE sfcnoKlo cDEEKRecEPr 1. 13rp°0 n +"50 p o m c xD Dxre EIPANELE- 1c m ACE MACHINES z x0 IMS A 1Soo a ER Le COORDINATE AND MAINTAIN MANUFACTURER'S oM:(q SwRCHBOAAD rae• ONLY AND DRYER a 21 m 11E0 B IN m 1 22 REAKROgdTECH BAR mSTR m FACE SO OPERATORS os m 6ro B SM m IPTACIES SERIES RATED SYSTEM. 00 N FELDVERIFY NEUTRAL I-RATED STROCIA HAND DRYER 1 141B C Go I 2.� FAC-1) I- c 1 IN FACE OPER 11 1 . I- 1 1. uGBII T. �EIIWHA 19.EXISTING CIRCUIT BREAKER TO REMAIN.VERIFY O C'. ITEM DESCRIPTION no Alec of Na m Na Area Po no ITEM DESCRIPTION NOT ESSTTEow MIND DRYER Do nm m 1 +TO LESimSo 3eo x w gcnxEi aiu�IA EP,wEL'Lw n m 3E o�R R�acra sraTEM n 2mo Ism I ze ANE(nLI CONDITION OF CIRCUIT BREAKER TO ENSURE THAT IT ` p T RANSFORMER TPU' 1 1m 1L m78 A 16931 EO EAK9RE 2 TUQB ESTROOM HAND DRYER N m 1 U50 A 2850 . - 12 EI PANELIGC 31 100 313'G.ELAGECE 3 BN2 B 16331 4 PC EQUIPMENT m m EO 2 31 EPANELl2U' FAC IS E 20.ROUTE CIRCUIT THROUGH EXISTING LCU CABINET .,ZpcxuP FREER AIR DOOR s zo 3 e Em3351 zo a 0 u1-rcoz PACE Ie - 1 - 1EE ACE m - >r µACE UTILIZING EXISTING RELAYAND CONTROLS.UPDATE J O�PICFUPCOOERAIN DOOR 13 20 3 3Em A <YS m 1 1a U?TCO2 EI PANEL 1- 11 1m 3 1m 3 PANEL'L2a' PACE n - m ACE LCU IDENTIFICATION SCHEDULE WITH LOAD Z w 15 "mB LOADDESCRIPTIOH NKNa L CALC.Na - a 9m IDENTIFICATION. �r� O1cxuP tr - c µvs 1e mISCELIFNEouscOrvnrvuous: - MArvO - 47 t0 c IOo t o � rSPACE 31 1 zeoe n EQu1PMENT a MI SCE nox 62Ee LORD CALCuurrox: I LGADCALCuLAnoNSm sTORw 21.REMOTELY OPERATED CIRCUIT BREAKER.REFER TO �l �p PPACE LIGHTING 23 1 000 C 2806 N U3TC LIGHTING N° 125% zm ECTED LORD ArPe MISCELLANEOUSC TIM1U01U3 CORN NAI ,m19 ND FACTOR CLLC NN LOADsuLMeRRr MI9CELWlLEOUSCONTIxIPwT- xx.Na wc.Na LVAoauMMAaY BUILDING AUTOMATION SYSTEM PLANS FOR CIRCUITIP- Kt US FACE RACE z1 1 e FACE LARGESTMo*oQNE: PHASES 21.ese vA INA EQu1PMEHra MI��ELLANEous: EQUMMEMTa MI'. E. BREAKER CONTROL. �JI Z 3S 1 C 6EOCEPTACLE: _ Z Go PACE 31 1 e RECEPTACLES- zEozo s Ew PHASES.zE.43e va m2A I^R° - pmp',A° nm PDoNNECTED LOADHASES SBNh VA NI �a zao PHASEA.RE80- 1xA 22.EXISTING LOAD-TRACE EXISTING CIRCUIT,IDENTIFY H� FACE ss c P E CooU MOTORS14aoo 1o0% 0eo HAREC xss64 VA 2flA 1oq mm e1m LOAD AND UPDATE CIRCUIT IDENTIFICATION TOTAL GLcuureD LOPS.wpsEVA NECEPTACL PHASES.5B-VA 71A NECEFTACL PHASE..R-VA saA SCHEDULE FOR LOAD SERVED.IF CIRCUIT IS NOT IN O J p0 ° TOTAL CALCULATED Ar .1ST• FIFOTRIC Hun w4G 1ao% sew ToA UUFCT"Icxenn um Im% om USE,REFER TO PANELBOARD NOTE(11). IUn� _ I Z 1 LOAD CALCULATIONS I ToTALCALOUureDLOAD:L4R,.- TOTS.CALCULATED LOAD:v 71 VA 23.ROUTE CIRCUIT THROUGH ENCLOSED GFI BREAKER INL N LOAD DESCRIPTION _ FOR PERSONNEL PROTECTION(5MA). a o 4 CORN,ryN DEMAND FACTOR GLC.(VAI2 NOTES THIRD MISCELLANEOUS CONTINUOUS: EQUIPMENT B MISCELLANEOUS: 0016 LOAD 9 3 TE 1 6mTOI +4AF2+ TOTAL CNCULATEOAMPS.NSA TOTALJ 41m 1AIm TOTAL CALCUUTED AMPS:eEA O G3 LARGLIGHTINGEST MOTORS - 1so%5 - TOTAL re3LaouMMAnr AMPS sCATTLE wA w,o1 HARGIS ENGINEERS,INL. - x•Rc1s ENGINEERS,INL. 24.SPARE-FIELD VERIFY CIRCUIT BREAKER IS NOT 7 j SERVING AN EXISTING LOAD.IF NO EXISTING LOAD, 1 PHAsfA:u,BwvA 162A PH,(zm114&v7e ovoEND INsrNx rEweREAKER,SEE sreEr Ea FOR Exeer uaoENweER. 1 aeo AND HAT.1EwmE.AER.NC NDwwrAcnAERTow7cxEnsrxD. 1 °00 PROVIDE LOCK OFF DEVICE TO LOCK SPARE m AK.ROM 44&Nw sEATnE.wAm1ol sEArnE.wA SHOO RECEPTACL.s RECEPTACLE PH"1 41-VA III BREAKER IN THE OFF POSITION.IF BREAKER IS PH.GaMusa3r6 PH.1-144823r6 SERVING A LOAD,IDENTIFY LOAD SERVED.UPDATE COMPLY em 10096 B00 FAK GO6114811w FAA .Go.1 NB11m CIRCUIT IDENTIFICATION SCHEDULE AS"SPARE"OR ro.nL cwLcuurBD LORD:a ss vA (E)PANEL'L2U' mm1 AnlPyPPwA INDICATE LOAD SERVED. .ELrIGN 1D ISSUE BLOCK TOTAL GALcuureO AMPS.IseA oM lq vaNELT Lr PANEL m7s7ANIOwwA (E)PANEL'L2D3' 7AsPsi.wA 25.EXISTING LOAD-TRACE EXISTING CIRCUIT,IDENTIFY 9. MRRGIB ENGINEERS,[ALL. ArloNl eoRm rAGe m°rnzw 3m.awR sEnroN.10 MicATioN:NOR sECTKN.to LOAD AND UPDATE CIRCUIT IDENTIFICATION MOUNTING FIELD vfR cK ea ooFE% Eo cK oM:IM PANEL -1S:low Max LUGsoxvE OMIq PANFLu.' Lv SCHEDULE FOR LOAD SERVED.IF CIRCUIT IS NOT IN 1 600 1 A� m ivy BR E R MpeacnwnoMOUNTING FIELD VERIFY NEUTRAL. RATEo RAL tsax RA ED USE,REFER TO PANELBOARD NOTE(24). SEAnLE.WA98101 T EI PANEL'BLNTEM Po.aM»P POL A ASP OE Po' HA0.MACY RECEPT3 PN.ImM M&33]6 I - Not B 7m m 1 CUBIC-SERVICE 0.ECEPTB CKT BREPKER LOAC LOAC BREAKER CKT Ki BREAKER rLOAC TOAD SNEAKER CKi AK.(zas1 N&Isu rvA m NA Na m Na AM 26.SUBMETERED LOAD-INSTALL CTS AND ROUTE LEADS TO POWER METER INDICATED IN SUBMETER m SCHEDULE.FINAL TERMINATIONS AT METER AND PACE 1s 1 1 PACE SHREDDER m c 1m m N. NT EETER cABmn m rxo COMMISSIONING BY OTHERS. TRANePoRMER SUMNARY:DO/03/mm TRANSFORMER'TPU' STmIMBNPwA PACE is - 27.ADJUSTABLE TRIP BREAKER-ADJUST BREAKER FRom.PANEL HPu .zmrnzovam,&WIRE CB_ MreINA SETTINGS PER PROTECTIVE DEVICE SETTINGS KVA RAnNG:1s KVAE PACE m I a 1 24 FACE oN USE RECEFT 7 m 1so °D m LONER MOTOR ECM-Acw7Ni 1 xo 1N�o oe RE PORT IN SPECIFICATIONS. PACE m A 1 m PACE HATOX 1B m Br ED m LONER MOTOR NRI GNGU ORE +B m 6m m 28.REPLACE EXISTING CIRCUIT BREAKER WITH NEW arE ROPERAI R - 1 SE CIRCUIT BREAKER.REFERENCE PROTECTIVE DEVICE LOAD DESCRIPTION CONNECTED LOAD DEMAND FACTOR CALCULATED LOAD n m Al LOAER MoiO RovERATOR p 4�ao Go ESTLEcoOE MISCELLANEOUS CONTINUOUS, - x 125R'o • - PACE HIGR CAATSLORPDq AAE G41 m c 360 m 3o MEUFMnc•v x(cR VEsnBUEI m +s Bm m ACEnn SETTINES REPORT FOR MANUFACTURER,BREAKER ACE(NI TYPE,AND SETTINGS. EQUIPMENT&,MISCELLANEOUS: 210D x 100% . 21530 ME IzN ACE1111 ARE GQ ACEOM GENERAL NOTES: LIGHTING: - x 125^/" _ - LOAD CALCULATIONS ANAGN ACE I') LOAD COMKNN DEMAND FACTOR CALF.NA1 ACEm) 1. NEW BRANCH CIRCUIT OVERCURRENT PROTECTIVE IRGEST MOTOR, - x 2zs/" _ - M1scELLAHEous cONACrNUO�s ACEan DEVICES PLACED N EXISTING PANELBOARDS OR EDu1PMENT.MRCELLANEOuS: DISTRIBUTION BOARDS SHALL MATCH THE TYPE AND Morons: - x loo r" _ - - - HN.Na L CALL rva NN,Na L C7e.C,Na AIC RATING OF EXISTING OVERCURRENT "I NUPROTECTION DEVICES IN SAID BOARD. LARGEST Izsx COHXPoExEACT�DaxGo VIA L°"°a1"r""YaY 2. E.C.SHALL TRACE ALL ELECTRICAL CIRCUITS FOR CHECKED BY: IRS RECfPTACIq 12e0 x 100^/0 = 13a0 1200% EQUIPMENTS MIs EQUIPMENT.MI RECEPTACLES OVER lOAVM - x so re = - RECEPTACL u"c - - LAR - - EVERY EXISTING PANELBOARD AFFECTED BY THIS COMPLY Al. Im% 4e0 PHASE a.aso4 va mA PHASEA:8.48BVA s•A PHASEA 1-YA EGA PROJECT.IDENTIFY LOADS ON EACH CIRCUIT. DRAWN BY: JL wMPuren: no x loo r" eoo RECEPTACL: Es RECEPTACLES PHASE..BIDVA soA RECEPTACL PHASE e.7ssovA 66A PROVIDEACOMPLETE TYPEWRITTEN CIRCUIT TUTALCALDDUTEOLGAo I,— +sm IDENTIFICATION SCHEDULE FOR EVERYAFFECTED ELECTRIC HEATINGrom IIKN z6ao ELECTRIC I- nm 'm am PANELBOARD.PROVIDE THE DATE THAT THE PROTO CYCLE: 05/30/25 TOTAL CALcpuTED AMPS,30 A TOTAL CALcuuTED LOAD:IATav TOTAL CALCULATED LOAD:m,39a VA SCHEDULE IS CREATED. DOCUMENT DATE: 09/03/25 NIIEs. xARns ENGINEERS,INC. 3. ALL OVERCURRENT DEVICES ARE NEW UNLESS 1 sEArnEwA M1o1 Eoo I.7m TOTALca.CULAEDANP..sz• a39e TGTALCALCUureo AMPS.IS. NOTED OTHERWISE. 2. NOTES: HARQS EN EERS,INC. NOTING: HARGIS ENGINEERS,11, PH.(2m1448]]76 tmt TxIRDAVExUE.SURE6m .PROMEMDxSFMLrgYwEY®LMCRDMMaf1LILRBLTO wipIFMIMG tmt THIRD AVENUE SUITE 6W AK.GGE)1184450 sEA ,-.is, SE E NHS UCADSUMMARY PH.DUE)44ea376 PH.(me144&33re -ALAD(VA) Lao(VA) AK Im16141e44E0 Ax.(m61446Nm CIEDLOAD PRIMARY GE ANAL 0.Y °O m,SBO VA LD A PANEL SCHEDULE:OWxMm EA >6A (E)PANEL'LHC' 7n AN1yM,wA SECTIOK.10F1 0 0 OM IEG AnE�•a ONLY (E)PANEL'LVC' 7s AHostoo.. (E)PANEL'L3D' 757AmNIRPWA MOUNTING:FIELD VERIFY NEUTRa:I NAK RATED OH CLASBIFPoiCAEONL:NORMAL lsV3S,4AVAE SECTION: NNORMAL ACE: -..-RE"CITIES. "Al ENGINEERS,INC. - SECTION:t O 1201 THIRD aFATTLEWAEB1 UI mG NOTE ITEM DESCRIPTION NO "S (VA) oA) P P L NO ITEM DESCRIPTION NOTE OM:IEIPANEL'L20' ONLY BREAKER P CoM44e33r6 ACE(111 3 m B IND m DESK RECEIPTSED11%IER Lw3 I1EM OEsc GFlE Eon LOADBREAKER cl Ax.(m814461150 FARE(24) 3 m < 360 m DMITAL gePLAYB Na NN NN PACE it m 1450 RETEST RECPETACLES RI ILEI IER ES IS RE GQ ACE It11 OLD R. EC E PANEL'LPU' AHINE.M CEn1) a m 1 s PACE(II) IN a SSo o CEPraPocoEs EcfPAD FRLETa ETIMELH) Ss e rm m u of < m 1 to PACE(11) C So m t3 FoNGGN CENTER) PARE 1.1 m C m0 m +2ED POE CLASSIFIC TION FED FROMpTRAN6FORMER'TPU' NS:3mA MNN CIRCUITBREAKER SECTION.10 MOUNTING:FIELD VERIFY NEUTRAL:-RATED SPACE I c PAGE TACSo TACREIXILE3 5. ANE(NILEs LOAD BREAKER <KT PTACLEB T r30 m m PoE RECEPTACLES 21 2 n NFANBRLq NOTE ITEM DESCRIPTION ENA RECEPTACLES R PoE RKEPTACEB PICKUP AN CURTAIN PICKUP AUTO DOOR AO 7 20 1 600 24M 10 9 P FREEZER DEFROST B FAHS(CU2-TCOHE L PARE Gio 39 m B BIO N ARE(.I Ge LOAD CALCULATIONS ICKUP RTU/CURE. 0 RERLIFFCEPTe I3 POKUP PUMP PH I Is 20 1 400 a - A GOER DEFROST 8 FANG CU3RTC0 Leap- is DESCRIPTION NN.NN DEMAND MC.NN 1. H(TEI PICKUP wB CONTROLLER ILDP i) 20 1 100 C 1218 m 1 PCOOLER DEFROSTS FANS(CUE>TC° MTIN135%AC LOAD SUM Y H(TLE) PACE 11 1 . I- EQ�PMEN eOM18CELUNEWe: COS 100% T mm LOAD C'ALCULATIOHB LOAD DESCRIPTION xx.rya) CALC.NN LOACDESCRIPPON NN.NAI CALC.NAI FACE 29 1 LARGEST MOTOR: - - MISCELIAxFous CONi1x=us. P-En 1 BG. PACE E U. 1NECEPTZRLE Vs- 00•A PHA9EA.z53111 21A EQUIPMENT B MI LIGHTING USHTOTAL LOMa WUIPMExT6MI W% TOTAL LOAOSV 2. 1 C PACE RECEPTACLES OVER IO - EO% - F HAS E B:2,5]0 VA 21A LARGEST - t25% - CONNECTED LOAD Ai8 IAA - t25% - CONNECTED LOAD AMPS E I RECEPTACLE ISDVA MEATIFIG PADE TOTALGLCUUTEDAMP..S,mVA aECEPTACLE6OVERt m10 50% 1Zm PHPHER e.]MVA PHASED BERINA MR RECEPTACLESELECTRIC LEC C.G.P. IM t008e ISO PHA8EG t29mVA 1a0A D C 1 LOAD CALCULATIONS TOT LCALCULA iOTALCALCULATEDL0A0:1R-YA TOTAL CALCULATED LOAD:391 VA LOADDESCRIPTION NN.Na LC.IVAI NOTES: -1 ENGINEERG,INC, LIISCELLANEUOU9 O DEMAND CA OAO9UMMA0.Y TOT 1 6HIROAVENUE.SUITE e00 TOT.LCALCUUTED.MP:INA EQUIPMENT a MIs Eous xlsm 1ao^5 rsm n,9m +Mm TOTAL CALcuurPoAMva.•sA Tmus: ]Mxm mxm HYING - -MOTO 2 FATTLE,WA 901°t NANGIS ENGDEEERS,INS - HARGIS ENGINEERS,INC. LARGESTMOTORS: PHASE A.9,07E VA 7EA 4. PA COo41&]376 NUEND.REF BEEAER,NCNDYNOFACRIRGITOwiCNOwIHG 1 - NS)F6TNLMENMIEVEANCNDMNLE7DMGLTOLMTCHDmiNG. t SDO C`hU �y�5� ECTED LOAD •MPS 3. AX.12061416N50 2O SEATTLE WAmis, SEA TOTLE.WA mt01 ALSO' RECEPTACLES RECEPTACLEtm0 GDES tzso PHI B.8,7BzvA IIA B. 09/04/2025 COMPLY - 600 PH.GOEIu&a376 RH.Ime144e]]76 AZ Im6144&uw AK.GOM44&uw TOTAL CALCULATED LOAD.33,S9 PANELBOARD TOTAL CALCUUTED AMPS:66 A SCHEDULES s. XARGIS ENGINEERS,INC. 1201 THIRD A VENUE,SUITE m0 PH.URM N&3376 Ax.ImM µ:SSE. EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET:DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF E4. 1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. 1 6 (E)PANEL'BL1A' PROJECTAGTSTANMmwA 5 (E)PANEL'BL2A' PROJECT:0375TdigmwA (E)PANEL'113"N TSTAIMBI.Mok PANELBOARD NOTES LA VO Q CSSIFICATION:NORMAL LTAGE'.m0YM20V1,-IIRE SECTION.10 CLSIF ASICATION:NORMAL VOLTAGE 1111mV30,4-WIRE aECTION.IO CDlS61FICATION:NORMAL WLTAGE:2118Y/121N 30.LW1RE SECTION:1 01.26.24 • FEDFROM: MNNS:100AMNNLUGSON-Y FED FROM:(E)PPNEL'L�B' MAINS:INA MAIN LUGS ONLY FEDFROM: MAINS:+OOAMNNLUGSONLY 1. TERMINATE GROUND ON ISOLATED GROUND BUS. MOUNTING'.FIELD VERIFY NEUTRAL IW%RATED MOUNTING FIELDVERIFY NEUTRI 1XI RATED MOUNTING:HELD VERIFY EUTRAL:100I D cKT BREAKER LOAD LOAD BREAKER CKT CKT BREAKER LOAD LOAD BREAKER cKT cKT BREAKER LOAD LoaO BREAIORR cKT 2. INSTALL LOCKING DEVICE(LOCK-OFF FOR NOTE ITEM DESCRIPTION NO.AMP PoL NA) 0 EVA) AMP FILE NO. ITEM DESCRIPTION NOT NOT ITEM DESCRIPTION NO.AMP PoL EVA) 0 NA) AMP POLE NO. ITEM DESCRIPTION NO NO ITEMDESCRIPTION NO.AN P VA) 0 NAI AM PoL NO. NEAT DESCRIPON! MAINTENANCE).LOCKING DEVICE SHALL BE UL ARCHITER OF RECORD: N WALLGO, DOLE BRR ARC'ETHITECTURE,INC ME PHOTO LAB Ill.PRINTER 13 20 20 1 14 SPARE -- jlR.lT CIAECKOUT. 13 20 1 A n+ln11R LISTED.MANUFACTURER SHALL MATCH EXISTING FwvErvUE T. PHOTO UAB INIDE FORMAT PRINTER PANELBOARD MANUFACTURER. MN WALL T m 1 960 A m 1 8 PARE OUTS T m 520 1518 m 1 8 UT8 DF CABINET ] m 1 I440 m 1 8 PACE(111 Ov6RurvO PARK,KS 662OH PN-M BPNASERSSPUNIT 9 m 1 T90 B %G Go 10 MI-U. ours 9 m 12w B 1281 m 1 10 F OUTS OLUMN RECEPTACLES 9 m I 3RD B m 1G PACE UD 3. INSTALL LOCKING DEVICE(LOCK-ON FOR CRITICAL ...,,,,,,.6....�R.�on, ACE NtI ACE(H) LOAD). ENOOONOOLA 1T m 1 1440 C 860 m 1 10 MTV ONTCHECKOUTS 1] m 1 I284 C 1440 m 1 10 1DFCABINET a TVICOLUYN RECEPTS 1T m 1 Soo C m 1 10 PARE 11 4. GFI BREAKER FOR PERSONNEL PROTECTION(5MA). rAX.9"-262-9044 PHOTO LAB WORNSTATNIN RECEPTB 19 m 1 510 A 9B0 Go Go MTV P CHECKOUTS 19 m ImS 12N m 1 20 F NTCHECKOUTS RFITTING ROOM 19 m 1 >60 A m m PARE 5. GFI BREAKER FOR EQUIPMENT PROTECTION(30MA). Go m1 26 PARE 15cE VERIFIER 27 m 1 1Ro e m 1 2E PARE ARE AH n m I B 1 m 1 m PARE R 6. CONDUCTOR SIZE HAS BEEN INCREASED FOR x9 m 510 1sm m Tu13 ARE m m C 960 m m COFFEE GRINDER VOLTAGE DROP.SIZE EQUIPMENT GROUNDING PAC CONDUCTOR PROPORTIONATELY PER NEC. C 7. REFER TO ONE-LINE DIAGRAM FOR AVAILABLE FAULT CURRENT FOR INTERRUPT RATINGS. zuN LOAD CALCULATIONS LOAD CALCUUTIONs LOAD CALCULATIONS B. REFER TO ONE-LINE DIAG RAMS FOR WIRE SIZES. w iyFwnz3o LOAD DESCRIPTION NN.0N DEMAND FACTOR LC.WA) LOAD DESCRIPTION ONN.EVAI MANDF ALC.WA) LOAD DESCRIPTION NN,NA) DEMAND FACTORLC.IVA) O¢F r_ w�wLR LONG 9. FACTORY WIRED TO LOAD. O ¢ 3tag'a0°, O3w EQUIPMENT&M19CCELFINEOU9: 9120 100% 91m EQ ILA PMENT60MISCELUNE'US'. 211. 100% 21100 EQUIPMENTS MI 360 I00% 360 LL gr ? 0¢KOwu € m tm% - TOTAL LIGHTING - 1m% - TOTAL OU LGHTIING - 1m% - TOTAI z P'j ¢0€¢OOrc LARGESTMOTOR: - - LARGESTMoroa. - - LARGEST MOTOR: - - 10.BREAKER SHALL BE HIGH MAGNETIC TYPE. p MOTORS: 1m% CONNECTED 4A60VA A41A MOTORS'. i00% PHASEA.9,300VA I]BA MOTORS: tarts PH-CONNECTED N36]A r ga'aOw''< RECEPTACL. REDRECEPTACLES n]o 5m% s3]o pHASE B.T.930VA fifiA RECEPTACLES s So% PHASED I0,]40VA 9OA RECEPTACL So% PNMBEB:3.036VA 32A 11.BREAKER REMOVAL-FIELD VERIFY CIRCUIT Qz�Eo�r"ww°wood; COMPUT 4140 lw% 41. COMPUr 1uo 100% 1440 COMPUTER - 1- zseo BREAKER IS NOT SERVING AN EXISTING LOAD.IF NO a c:am6 VA EXISTING LOAD,REMOVE CIRCUIT BREAKER AND r PROVIDE FILLER PLATE.IF BREAKER IS SERVING A m €' °f° °i p' TOTAL CALCULATED Loan. , vA TOTAL CALCULATED LOAD:32,3w vA TOTU T.,cuuTeD LOAo.11,361- LOAD,IDENTIFY LOAD SERVED.UPDATE CIRCUIT TOTAL CALCULATED AMPS:5 A TOTAL CALCULATED AMPS:Go TOTALCALCUUTEOAFR•s:32A IDENTIFICATION SCHEDULE AS"SPACE"OR INDICATE LOAD SERVED. NOTES: HARGIS ENGINEERS,INC. s. HARGIG ENGINEERS,INC. HMGLS ENGDMEERS,INC. 1. 1201THIRDaVENUESUITEfi00 NOTES 1201 THIRD AVENUE,SUNE 600 1�TE8: tm1 TNIRDAVENUE SUNE 600 12.DUAL TAP REMOTELY OPERATED BREAKER. N� z. sEATnE,wA seml z. SPATHE.wa9eml z. sEAnLE.wasem+ CONNECT EMERGENCY/NIGHT LIGHTING TO PH.Im6)e4am]6 < PH.ImS)44e v]6 Px.Rats 44sa3T6 UNSWITCHED TERMINATION. -� FPX.(206)448d150 s. AX.(m6)H8445G AC 1m61440445a �w 3 13.EXISTING CIRCUIT AND/OR CIRCUIT BREAKER. 14.ROUTE CIRCUIT THROUGH CONTACTOR. z PANEL SCHEDULE DEMOGNE25 (E)PANEL'BL1 B' 757AIny6OwA F G CLASISIFICAJION.NORMALFEDFROM MA SECTION f OF f 15.PROVIDE INTERLOCK WIRING WITH EXHAUST HOOD � z .. LY ANSUL SYSTEM. ar =w MOUNTING:FIELD VERIFY NEUTRAL:10o%RATED LOSON z 1 6.RELOCATED CIRCUIT FROM EXISTING PANELBOARD. NOT NO AMP PO LOAD 0 L MP PO No IT Exo ooxoouTEM I- m 1L I14G A Am 1Ls 2 PARE 17.PROVIDE BLANK CIRCUIT BREAKER FILLER PLATE NVIGNETTERHOSK 3 m 1 3o. B ]2G m 4 1AHARDWARE FOR EXPOSED SPACE IN PANELBOARD. p N 18.PROVIDE U.L.LISTED OVERCURRENT DEVICE TO EE EENT TABLE . 20 NT TABLE ] m 1 loeo a 1a0 m 1 e IA"ARDA vRICE VERwE9 COORDINATE AND MAINTAIN MANUFACTURER'S ENT TABLE 11 m 1 105G C 1T2G m 1 12 NEON BEEfl SIGN RECEPTB RTLL2I,AHU-3 13 m 1 nm A 14m Go 1 u CA""`P SERIES RATED SYSTEM. O O N SPARE 17 20 1 c MEN m 11 18 NEON BEER SIGN RECEIPTS W 19.EXISTING CIRCUIT BREAKER TO REMAIN.VERIFY O � CONDITION OF CIRCUIT BREAKER TO ENSURE THAT IT O O Q IS OPERATIONAL AND MEETS ALL U.L.RATINGS. 0 20.ROUTE CIRCUIT THROUGH EXISTING LCU CABINET .,Z p UTILIZING EXISTING RELAY AND CONTROLS.UPDATE O LCU IDENTIFICATION SCHEDULE WITH LOAD IDENTIFICATION. Z a gg O J M 21.REMOTELY OPERATED CIRCUIT BREAKER.REFER TO LOAD CALCULATIONS BUILDING AUTOMATION SYSTEM PLANS FOR CIRCUIT Q LOADBREAKER CONTROL. DESCRIPTION COIN.(VA) DEMAND FACTOR CALC.IVA) W Z t�O MISCELLANEOUS CONTINUOUS: im% LOA08 Z LL EQUIPMENT S MISCELUNEous: 100% 22.EXISTINGLOAD-TRACE EXISTING CIRCUIT,IDENTIFY z Fa. LARG 1m% - CONNECTED LOAD AMPS ES Moroes: 1oG% PHASE A:sA TOTAL LOAD AND UPDATE CIRCUIT IDENTIFICATION �����T��/(�RECEPTACLE 90 VA 45A ( ) "`l N N SCHEDULE FOR LOAD SERVED.IF CIRCUIT IS NOT IN J o USE,REFER TO PANELBOARD NOTE 11. RECEPTACLES OVER IGIVA: m16 So% t0oB PHASEB.a116VA 11A PNASE c.S,z2ovA 4aA 23.ROUTE CIRCUIT THROUGH ENCLOSED GFI BREAKER FOR PERSONNEL PROTECTION(5MA). a o w TOTAL CALcuuTEO LOAo.15,71e vA 24.SPARE-FIELD VERIFY CIRCUIT BREAKER IS NOT 7 2 TOTAL GLcuureDAMPa:K• SERVING AN EXISTING LOAD.IF NO EXISTING LOAD, TOTALS: 1e,Tm 1s,Ttc PROVIDE LOCK OFF DEVICE TO LOCK SPARE m NOTES: HARGTc ENGINEERS,INC. BREAKER IN THE OFF POSITION.IF BREAKER IS o 1 6m SERVING A LOAD,IDENTIFY LOAD SERVED.UPDATE 2. aEATTLE,WA 80101 3 CIRCUIT IDENTIFICATION SCHEDULE AS"SPARE"OR 4. PH.rz0e)44B33T6 INDICATE LOAD SERVED. FAX.(2.).4s44w ISSUE BLOCK 25.EXISTING LOAD-TRACE EXISTING CIRCUIT,IDENTIFY LOAD AND UPDATE CIRCUIT IDENTIFICATION SCHEDULE FOR LOAD SERVED.IF CIRCUIT IS NOT IN PANEL SCHEDULE:S910 x 5 (E)PANEL'BL1C' PROJECT:037W-BI USE,REFER TO PANELBOARD NOTE(24). oM:(El PANEL ANE L NORMoz LY IRE sacnoN.10 26.SUBMETERED LOAD-INSTALL CTS AND ROUTE MOUNTING FIELD VERIFY NEUTRAL 10014 RATED LEADS TO POWER METER INDICATED IN SUBMETER SCHEDULE.FINAL TERMINATIONS AT METER AND Cl BREAKER LOAD LOAD BREAKER CKT wA) G rva COMMISSIONINGBYOTHERS. Hsc IFIRTINGGOODa 1 IT12". P4. m 4 IDBcaswETno 27.ADJUSTABLE TRIP BREAKER-ADJUST BREAKER PACE III) 5 m 1 C 1. m 1 6 PRICEVERIFIER N VIGNETTEKIOSK T m 1 1. A m 1 e PACEUII SETTINGS PER PROTECTIVE DEVICE SETTINGS ACEI111 REPORT IN SPECIFICATIONS. zaPRI DINCRAITIALITO COLOR CHIP BOARD 13 m 1 m 1 1a 28.REPLACE EXISTING CIRCUIT BREAKER WITH NEW RE PAINT MIXER 15 m 1 no B sm m 1 16 TA TOYS CIRCUIT BREAKER.REFERENCE PROTECTIVE DEVICE 12B PAINT MIXER 17 m 1 m PARE SETTINGS REPORT FOR MANUFACTURER,BREAKER PC TYPE,AND SETTINGS. EMETICS 6 m m I 15m 12m m 1 24 NTU-14 E COSMETICS 25 m 1 1641 A 12m m 1 26 RT-1 GENERAL NOTES: TIC. 1 T�sls 1. NEW BRANCH CIRCUIT OVERCURRENT PROTECTIVE DEVICES PLACED IN EXISTING PANELBOARDS OR 1 ECOSMETICS 33 m 1 ta0 B 1 34 PACE DISTRIBUTION BOARDS SHALL MATCH THE TYPE AND 1HME COSMETICS(6) 1 35 1 m 1 1 1 14311 ICI I - 1 1 1 36 SPACE AIC RATING OF EXISTING OVERCURRENT PROTECTION DEVICES IN SAID BOARD. 2. E.C.SHALL TRACE ALL ELECTRICAL CIRCUITS FOR CHECKED BY: IRS LOAD CALCULATIONS EVERY EXISTING PANELBOARD AFFECTED BY THIS LOAD DESCRIPTION CONN,VA) DEMANDACT CALL.EVA) PROJECT.IDENTIFY LOADS ON EACH CIRCUIT. DRAWN BY: JL 1m% -.I- PROVIDE A COMPLETE TYPEWRITTEN CIRCUIT EOUIPMEN1T AO MISC�ELIANEOU&: Shoo 1G0% 5800 LIGHTING: - - IDENTIFICATION SCHEDULE FOR EVERY AFFECTED pR0T0 CYCLE: 05/30/25 PANELBOARD.PROVIDE THE DATE THAT THE MOTORS PKASEAT A-VA sea DOCUMENT DATE: 09/03/25 wxc - - SCHEDULE IS CREATED. RECEPTACLE IOOOG I00% I00G0 3. ALL OVERCURRENT DEVICES ARE NEW UNLESS RECEPTACLES OVER IGM PHASE B:T.x90 VA 61A N OTED OTHERWISE. COMPUTER: moo 100% 2600 TOTAL CALCULATED LOAD:21,448 VA N418 TOTALCALCULATEDAMPS.60A 14,416 NOTES: HARGLS ENGINEERS,INC. 1.Hi0MDEMDINS LNEWRI ER.NCA^ UFRCIURERTOIMTCHE NG. 1 000 4. PH.I20E)MB33]6 5. FPX.(20614154150 O a fUNALbc 0 9/0 412 0 2 5 PANELBOARD SCHEDULES EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF E4.2 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. GND TO LIGHTS/EMERGENCY LIGHTS KEYNOTES CCT HXC NEUTRAL TO LIGHTS/EMERGENCY LIGHTS ELECTRICAL CIRCUITRY BY E.C.TO POWER (OPT SALES LTG ONLY) HOT MANUFACTURER'S ELECTRICAL UNSWITCHED HOT TONIGHT LIGHTS/ POLE(REF POWER PLANS FOR CIRCUIT JUNCTION BOX ON POWER POLE EMERGENCY LIGHTS QUANTITIES AND INFORMATION) 16.090 REPLACE EXISTING LIGHT FIXTURES IN THIS AREA WITH TYPE AND QUANTITY INDICATED. SW ITCHED HOT TO"a"LIGHTS INSTALL NEW LIGHT FIXTURE IN SAME LOCATION ARCHITECT OF RECORD: AS EXISTING LIGHT FIXTURE BEING REPLACED. BRR ARCHITECTURE,INC SWITCH"a" MANUAL LIGHT SWITCH RECONNECT TO EXISTING CIRCUITRY AND 11ER—D FARRVR1 aezoa CONTROLS. , OCCUPANCY SENSOR SETTINGS CONTROL.REF LIGHTING KNOB COLD CONTROL SETTING PLANS FOR LOCATION,TYP 16.126 EXISTING LIGHT FIXTURE TO UI DEMOLISHED. ...,,,,..n.....n.wm GREEN ULTRASONIC SENSITIVITY 50% EXISTING CEILING 16.129 CONNECT TO EXISTING CIRCUIT PREVIOUSLY FAx ezx-xex-soaa RED INFRARED SENSITIVITY 75% REF LIGHTING PLANS FOR GRID SERVING AREA LIGHTING THAT WAS REMOVED. BLACK TIMER EXACT LOCATION MAINTAIN EXISTING CIRCUIT CONTROL UNLESS 40 MIN. NOTED OTHERWISE.PROVIDE CONSTANT HOT BLUE DAYLIGHT LEVELING OFF (RED) (RED) TO ADDITIONAL ATP1500C FOR EMERGENCY EXIT AND LOCALLY BANK HUBBELL HUBBELL l OCCUPANCYSENSORS CONTROLLED LIGHT FIXTURES. SWITCH PURPOSE SETTING (BLACK) RELAY (BLACK) OCCUPANCY ?(MAX OF 4 PER RELAY UNIT) 16.145 CONNECT CIRCUIT(S)TO EXISTING BRANCH 1 MANUAL OVERRIDE OFF (WHITE) CONTROL (BLUE) SENSOR JJJ REF LIGHTING PLANS FOR CIRCUITRY.MINIMUM WIRE SIZE AND UNIT CU300A ATPi500C PANELBOARD CIRCUIT ARE NOTED.VERIFY SIZE, 2 THRESHOLD ON QUANTITY AND LOCATIONS 3 1 MOTION INDICATOR OVERRIDE ON RATING AND CONDITION OF EXISTING BRANCH 4 RESET LEARNED SETTING OFF 27N CIRCUIT CONDUIT AND WIRE PRIOR TO USE TO BANK B REF LIGHTING PLANS FOR +24V 7ENSURE THAT THEY MEET REQUIRED SIZE,AND h S H w w w LL SWITCH PURPOSE SETTING 120V EXACT LOCATION ALL U.L.RATINGS AND REPLACE AS REQUIRED. w o uV 1 STRONG AIRFLOW COMPENSATOR OFF 16.451 PROVIDE EMT WITH PROPERLY INSTALLED �� 'LL 8 2 OVER DOORWAY MOUNTING OFF (WHITE) HUBBELL (BLUE) NEW ESCUTCHEON PLATE COMPRESSION OR SETSCREW TYPE FITTINGS ` 3ta5'a ND3m 3 AUTOMATIC/MANUAL TIMER ON (BLACK) RELAY (BLACK) SWITCHED HOT TO"b"LIGHTS FURNISHED BY WALMART, AND AN INSULATED EQUIPMENT GROUNDING >E� � o` CONTROL LAMLITE INSTALLED BY GC CONDUCTOR FOR ALL RACEWAYS SERVING THIS z `J� <�o' 4 SENSITIVITY ADJUST OFF (RED) (RED) O U wR�o? w € UNIT AAR20P CEILING BEAMS ROOM TO COMPLY WITH NEC,HEALTH CARE 22 3 a " o o NEW POWER POLE g 3a=gz WNQo€<G�w SWITCH"b" PROVIDED BY WALMART, 16.492 E FACILITIES.SHALL COORDINATE WITH GENERAL SWITCHED HOT TO'c"LIGHTS INSTALLED BY GC a oo1 ; CONTRACTOR AND ARCHITECTURAL r o- DEMOLITION PLANS THE EXTENT OF ELECTRICAL NEW FAMILY TABLE m €� $o,',v FURNISHED BY OWNER, NEW ESCUTCHEON DEMOLITION.REMOVE UNUSED DEVICES, SWITCH"c" PLAT HOT INSTALLED BY GC E FURNISHED BY BOXES,CONDUITS,AND WIRING BACK TO WALMART,INSTALLED BY ORIGINATING JUNCTION BOXES OR TO VISION NEUTRAL �'C PANELBOARDS.REFERENCE POWER PLANS FOR CENTER PANEL TO LIGHTS CIRCUITRY TO BE REUSED.DEMOLITION SHALL (LIGHTING CCT LVC-##) GND TO LIGHTS REFERENCE NOT AFFECT ACTIVE CIRCUITS.IF CIRCUIT IS N os MANUFACTURER'S DEMOLISHED ALL THE WAY TO PANELBOARD, OCCUPANCY SENSOR/RELAY WIRING DIAGRAM AND SETTINGS NEW CASEWORK MOUNINSTIRUCTIONSFOR REMOVE CIRCUIT ATE.UPDATE TYP AND EWRITTEN CIRCUIT WITH W vim; FURNISHED BY MOUNTING IN CABINET FILLER PLATE.UPDATE TYPEWRITTEN CIRCUIT C9 W 6 NTS OWNER,INSTALLED DCOORDNATE EXACT REQUIREMENTS WITH E" M GENERAL POWER rn OCR 7 BY GC RECEPTACLES FOR LISTED PLUGMOLD EXISTING CONDITIONS PRIOR TO BID. z < <� LVC-1 i CONNECTION. _ 16.145I_ � DEDICATED RECEPTACLE z W_________________ FORSECONDFRAME U WARMER,IF PRESENT AT +52„ WORKSTATION. OTHERWISE,GENERAL TYP EVC1 --VISION CENTER POWER RECEPTACLE. y POWER POLE,TYP - DEDICATED RECEPTACLE FOR FRAME WARMER,IF SHOWN AT 0 N WAITING LVC-22 n WORKSTATION.IF NO WARMLVC-8—�L '� POWER RECEPTACLE �C:�3< LVC-24 Q _, 16.145 16.145 REFERENCE o Li MANUFACTURER'S ^Z o O INSTRUCTIONS FOR '0,— 8 E MOUNTING IN CABINET L ^ w IiE Z^ a OPTICAL SALES VISION CENTER W 0 [LVC-21 POWER POLE CONNECTIONS DETAIL ZZ RECEPTION '--^- 5 NTS o Ezo UJ � o LVC-23 0 g J p� Z N 7 Q o PRETEST C u I I I I z � ; m T i O WAITING CONTACTS (1 OPTICAL SALES ISSUE BLOCK HALLWAY RECEPTION Z`��7 _._ (E)PANEL LVC "---- I C PRETEST El _ CONTACTS I I HALLWAY EXAM EXAM ADJUSTMENTS ��rADJLI ROOM ROOM LVC-3 [� r.16.145 STMENTS F� SWITCH AND RECEPTACLE FOR '''111''�a,+q4^ EXAM EXAM O UNDERCABINET LIGHTING,SWITCH ROOM ROOM 16.492 AT+44"AND HORIZONTAL GFCI B — — RECEPTACLE AT+52",REF 2-EVC1 — p VISION CENTER POWER PLAN VISION CENTER POWER DEMO PLAN CHECKED BY: IRS1 1/4"=V-0" 1 J / 1/8" DRAWN BY: JL PRETO CYCLE: 05/30/25 DOCUMENT DATE: 09/03/25 6 TYP H2P1-11 EVC1 16.129 -- b a b a b TYP 91 _ I TYP 65 R-,�&®@�-: a b a b a IL c� H U--i c c � a LVC-14 �LL J / 18.129 -T WAITING b T GYP 85 lL J IT O a b a b a b 19 TYP � TYP 87 O O b TYP 92 � a _ b O d O a RECEPTION O 7 b a O TY El 9 16.090 TYP O a b WAITING _ _ L-LJ TVP ] PRETEST OL— 7 ,., IT T( 1T> 16.126 O c 16.451 a a � L J L J fl � � k,4o DAL�� O H � H �L HCONTACTS b v r—;-� r, `" OPTICAL SALES a O O O O L—J �` Im Im H Pp,q HALLWAY a b a b RECEPTION L J n LJ..LJ E-L1 u ril /1 ETR OPTICAL SALES C` 'i-.. — �r }� �V4TALb� �c�'�� 09/04/2025 a,b,c H `�. - � n Q w. �ETR$3 ETR$3 $3 $D �� v r� r, FURNISH AND INSTALL I. I I PRETEST H Ala H VISION A VOLTAGE BARRIER " Q O BETWEEN SWITCHES LJ LJ ��� �� CENTER b AND cAS REQUIRED. CONTACTS HALLWAY TYP TYP ELECTRICAL EXAM EXAM O I 16.126 16.126 ROOM ROOM 16.451 16.451 ADJUSTMENTS c c PLANS r—,EXAM EXAM r—, REFERENCE 4-EVC1 FOR I I I I ETR Q Q L-J ROOM ROOM L-J UNDERCABINET LIGHTING � c � L J L J I� 93 TYP POWER AND CONTROL.TYP. ADJUSTMENTS EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING TYP 1s.090 24 b-J .� ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND B — — — — EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES VISION CENTER LIGHTING PLAN VISION CENTER LIGHTING DEMO PLAN PRIOR TO SUBMITTING FINAL BIDS CONTRACTOR NOT RELIEVE THE RESPONSIBILITY NO ADDITIONAL OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET 1/g^ DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF E V C 1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. FEEDER SCHEDULE KEYNOTES GENERAL REFRIGERATION 00.20.20 ELECTRICAL NOTES ALLCONDUITAND CONDUCTOR SIZES ARE BASED ON EMT WITH 40% 1. COORDINATE ALL WORK WITH REFRIGERATION FILL,75"C RATED TERMINATIONS AND TYPE THHN7IHW N-2 INSULATION. NOTE:TAP DEFROST CIRCUIT IN CONDULET AT CEILING PENETRATION FOR NON-EMT CONDUIT OR TERMINATIONS OR INSULATION TYPES 16.145 CONNECT CIRCUIT(S)TO EXISTING BRANCH CONTRACTOR(R.C.)PRIOR TO INSTALLATION. 0 JUNCTION BOX WITH#10 AWG FOR FILLED WITH SILICONE RATED LESS THAN 75-C,MODIFY SIZES ACCORDING TO NEC. CIRCUITRY.MINIMUM WIRE SIZE AND ARCHITER OF RECORD: PANELBOARD CIRCUIT ARE NOTED.VERIFY SIZE, 2. REFRIGERATED CASES:E.C.SHALL PROVIDE CONDUIT CONNECTION TO UNIT.MAXIMUM COIL FAN/DEFROST POWER EMT CONDUIT � FEEDER OR GROUND SIZE RATING AND CONDITION OF EXISTING BRANCH AND WIRE FOR REFRIGERATED CASE FANS,LIGHTS BRR ARCHITECTURE,INC V EMT CONDUIT LENGTH OF TAP CONDUCTOR 18" AND WIRING TO DESIGNATED PANEL VIA 33 (3 f10,(1)#10 G,1/2'C CIRCUIT CONDUIT AND WIRE PRIOR TO USE TO AND ANTI-SWEAT HEATERS,AND(IF APPLICABLE) FwvENVE PENETRATION SEALED WALK-IN FAN/DEFROST CONTROL DEVICE. ENSURE THAT THEY MEET REQUIRED SIZE,AND ELECTRICAL DEFROST.PROVIDE ADEQUATE °vERU"Fw.......... WITH SILICONE SEALANT. FINAL CONNECTION BY RC. ALL U.L.RATINGS AND REPLACE AS REQUIRED. CONDUCTOR LENGTH TO ALLOW TERMINATION. 16.250 CONNECT CIRCUITRY TO FACTORY PROVIDED NEATLY BUNDLE CIRCUITS AND CLEARLY TAG AND COOLER/FREEZER BOX CEILING MAINTENANCE RECEPTACLE.ROUTE CIRCUIT TO LABEL EACH CIRCUIT WITH BRANCH CIRCUIT F,ix. .......... EMT CONDUIT AND WIRING TO NEXT NEAREST RTU OR AHU MAINTENANCE DESIGNATION AND REFRIGERATION SYSTEM NUMBER COIL POWER JUNCTION BOX ON SAME CEILING MOUNTED WP JUNCTION BOX WITH THREADED HUBS RECEPTACLE CIRCUIT. FOR FINAL TERMINATION AT CASE BY R.C.REF CASE SYSTEM WHEN MULTIPLE COILS ARE IN AND GASKETED COVERPLATE.SEAL TOP OF JUNCTION BOX 16.710 BUILDING AUTOMATION CONDUITS:PROVIDE 1" CONNECTION WIRING DETAIL. SAME COOLER/FREEZER BOX.POWER TO COOLER/FREEZER CEILING WITH SILICONE SEALANT. (UNLESS NOTED OTHERWISE)CONDUIT(WITH CONDUIT AND WIRING SAME SIZE AND ABOVE BOTTOM INSTALLED TERMINAL STRIP AND JUMPERS FOR 3. IF NEW CASES ARE PROVIDED WITH A FACTORY QUANTITY AS WIRING TO PANEL. PROVIDE CEILING MOUNTED MANUAL SWITCH'HUBBELL'CLASS PULL WIRE)ROUTED FROM 6" HBLDS3 OR'EATON'CLASS AHDS30,IF OVER 30 AMPS PROVIDE OF BAR JOIST IN SALES FLOOR ACCESSIBLE 'HUBBELU CLASS HBLDS6 OR'EATON'AHDS60,WITH NEMA 4 CEILING SPACE THROUGH PVC CHASE. CONNECTION TO A SINGLE CIRCUIT FOR 120V CASE WATERTIGHT NON-METALLIC ENCLOSURE FOR CONNECTION OF 16.711 POINT OF TRANSITION FROM EMT TO FLEX. LOADS.RC SHALL REMOVE FACTORY INSTALLED TYPICAL COIL PROVIDE CONDUIT AND BRANCH CIRCUITS FOR JUMPERS AS REQUIRED TO UTILIZE EXISTING EVAPORATOR COIL FANS(CF)AND/OR ELECTRIC DEFROST(ED), SEPARATE 120V FAN/LIGHT/ANTI-SWEAT CIRCUITS AS w w a w (WHERE SHOWN ON DRAWINGS).PROVIDE PLACARD ON REFRIGERATED CASE FANS,LIGHTS, INDICATED ON PLANS AND/OR PANELBOARD CEILING DETAILING PURPOSE OF EACH MANUAL SWITCH AND ANTI-SWEAT HEATERS,AND ELECTRICAL SCHEDULES.ANY EXISTING ANTI-SWEAT CONTROL w ~003? THE ELECTRICAL SOURCE PANEL AND CIRCUIT NUMBER. DEFROST(IF REQUIRED).TERMINATION TO z oLLw�°� ( ) (SWEATMISER)SHALL BE BY-PASSED.CASES UTILIZING �" REFRIGERATED CASE ELECTRICAL CONNECTION < 3to5ah°'a°am 1"LIQUID-TIGHTFLEXISLE METAL CONDUIT 2 3 4 POINTBY R.C.REFER TO CASE CONNECTIONELECTRICALDEFROSTWILLPROVIDEDWITH WIRING DETAIL. SEPARATE 208V TERMINATIONS AT THE TERMINAL Z �N <� woow$ TO KNOCKOUT ON UNIT.FINAL STRIP FOR CONNECTION TO THE 208V ELECTRIC Q �LLB W#j p-H €° CONNECTION TO COIL BY RC. / ��� DEFROST CIRCUIT.RC SHALL MAKE FINAL z s''.�'a o��o€a W C14GLY C14-GLY C14GLY M. TERMINATIONS OF 120V AND 208V POW g 3ao$z ° NOTE:DO NOT LOCATE WP JUNCTION BOX DIRECTLY IN FRONT OF DISCHARGE FAN,OFFSET TO SIDE. J ____ J __________ J AT CASE TERMINAL STRIP.REFER TO CASE o of o CONNECTION SCHEMATIC ON REFRIGERATION _ .�'o�� - - - 77 ��a8o�vo � EVAPORATOR COIL WIRING HG24,2 SHEETS. O^,SC>�' 16.145 4. WALK-IN UNITS:PROVIDE CONDUITAND WIRE FOR 7 NTS EVAPORATOR COIL FANS(CF)AND(IF APPLICABLE) ELECTRIC DEFROST(ED).PROVIDE ADEQUATE 0 CONDUCTOR LENGTH TO ALLOW TERMINATION. NEATLY BUNDLE CIRCUITS AND CLEARLY TAG AND N s LABEL EACH CIRCUIT WITH BRANCH CIRCUIT - DESIGNATION AND REFRIGERATION SYSTEM NUMBER 0 FOR FINAL TERMINATION AT COIL BY R.C.REF EVAPORATOR COIL WIRING DETAIL. -M rn z O z - r 5. ROUTE REFRIGERATED CASE AND WALK-IN UNIT COIL $ FAN,LIGHTS,ANTI-SWEAT AND DEFROST BRANCH <z J O CIRCUITS TO WIREWAYS PROVIDED AT J o� REFRIGERATION EQUIPMENT AND/ORPANELBOARDS z T.W O J AS REQUIRED. U TYPICAL REFRIGERATED CASE SYSTEM `J 6. REFRIGERATED CASE WIRING COMPARTMENT J REPRESENTED ON DRAWING BY JUNCTION BOX. CHG20,22 C20.DX C06-GLY N 5 DOOR CASE 5 DOOR CASE 4 DOOR CASE 16.145 O J J 7. KEEP PENETRATIONS THROUGH WALK-IN UNITS CHG6 CHG29 CHC-8 TO A MINIMUM.ROUTE ALL CONDUITS SERVING 12.6 A 12.6 A 9.9 A 16.145 16.145 16.145 FREEZERS AND COOLERS ON INSIDE OF BOX. O O N n^^ 8. ALL CONDUITS INSTALLED ON TOP OF WALK-IN UNITS (D C oND / V V\ x SHALL BE A MINIMUM OF 6"FROM ANY EDGE TO ALLOW Q U ROUTE CONDUITS ABOVE THE CEILING GRID ACCESS O O p A B B C A C AO SPACE FOR EDGE PROTECTION NETTING.DO NOT p I I J UNLESS CONDUITS ARE INSTALLED IN JOIST SPACE, „Z p E9 NOTE:CONDUITS SHALL BE ROUTED WITH . Z O O BO REF ARCHr C0 1 REFRIGERATION LINES.ROUTING CONDUITS J 9. UNDERSLAB CIRCUITS SHALL NOT BE ROUTED UNDER O^ a PROVIDE 208/30 HOME RUN TO DESIGNATED PANEL \ U BASR TYPON THE ROOF IS NOT ALLOWED,TYP O NOTE:S E WIRING BETWEEN REFRIGERATED CASES IN WIREW Z \ WALK-IN FREEZERS AND SHALL BE ROUTED ABOVE p n BOARD.FINAL CONNECTION AT CASE BY R.C. ��j \ REFRIGERANT LINES WHERE THEY CROSS. o p \ J❑i LAVAY Q(5NOTES: PROVIDED BY REFRIGERATION CONTRACTOR NOT SHOWN FOR x 10.CIRCUITS FOR REFRIGERATED CASES SERVED BY Il ON SYSTEMS WITH UNEQUAL LOADS,REC \\ CLARITY,R.C.SHALL REFER TO PANELBOARD SCHEDULES FOR UNDERSLAB REFRIGERATION PIPING ARE TO BE `J Ld LLJ Z ( of REFRIGERATION ELECTRICAL CONTRACTOR)SHALL _ I? SLAVE WIRING CIRCUIT GROUPINGS WHERE APPLICABLE U ROUTED UNDERSLAB AND EMENDED TO THE FIRST Z F ARRANGE CONNECTIONS FOR MAXIMUM BALANCE \ 0 CASEIN EACH SYSTEM.WIRING AND CONDUIT FOR ED 0 1n O SLAVE WIRING BETWEEN CASES SHALL BE PROVID \\ NOTE:PROVIDE 208V LIQUID LINE SOLENOID J BY R.C.REFER TO UNDERSLAB CASE CONNECTION O J Z W \ VALVE WIRING((2)#12 W/(1)#12 GND). WIRING DETAIL A/ N CALCULATION OF 30 UNBALANCED LOAD CHC-32,34 L.L n \ TERMINATION OF 208V WIRING ATCND) IL A LOAD-(12.6 A+9.9 A)x.866=19.5 A \ AND AT TERMINATION STRIP IN COMPRESSOR 16.145 11.ALL UNDERSLAB CONDUITS SHALL BE 3/4"MIN. p B LOAD=(12.6 A+12.6 A)x.866-21.8 A(HIGH LEG) J RACK BY R.C.REFRIGERATION SYSTEM CIRCUIT w C LOAD=(12.6 A+9.9 A)x.866=19.5 A - CHG12,14 DESIGNATION SHOWN IN PARENTHESIS,TYP N 12.CIRCUITS FOR REFRIGERATED CASES SERVED BY 16.145 9 OVERHEAD REFRIGERATION PIPING ARE TO BE z CASE DEFROST WIRING O LOCATIONTED AS THE RE RIGERASTRUCT ION AT THE SAME LOCATION AS THE REFRIGERATION PIPING AND O C, 4 EXTENDED TO THE FIRST CASE IN EACH SYSTEM.WIRE 6 NTS 26Cy RE1 16.711 TYP J AND CONDUIT FOR SLAVE WIRING BETWEEN CASES SHALL BE PROVIDED BY THE R.C.REFER TO . H - - - - ®- - - - OVERHEAD CASE CONNECTION WIRING DETAIL. ISSUE BLOCK NEW MTC-GLY 13.ON GROUPS OF THREE OR MORE REFRIGERATED ill (ON ROOF) CASES WITH ELECTRIC DEFROST,R.C.SHALL CONNECT CASES TO CREATE A THREE-PHASE HEATER CIRCUIT.HEATER LOADS SHALL BE BALANCED BETWEEN PHASES AS EVENLY AS POSSIBLE.REF 33 H4B-19,21,23 CASE DEFROST W IRING DETAIL. > 16.250 0 14.PROVIDE A SEPARATE NEUTRAL FOR EACH NEW CHC-16,18 BRANCH CIRCUIT SERVING REFRIGERATED CASES OR PROVIDE(2)CONDUITS AND BRANCH CIRCUITS PER O 16.145 WALK-IN UNITS AS INDICATED ON PLANS. REFRIGERATED CASE SYSTEM.ONE CONDUIT WILL SERVE 120V CASE FANS,LIGHTS AND ANTI-SWEAT CIRCUITS.ONE CONDUIT 15.PROVID / E CIRCUIT BREAKER LOCKING DEVICE(LOCK- WILL SERVE 208V CASE ELECTRIC DEFROST CIRCUIT.ON SYSTEMS OFF FOR MAINTENANCE)ON NEW AND/OR EXISTING WITHOUT ELECTRIC DEFROST,ONLY PROVIDE ONE CONDUIT. CIRCUIT BREAKERS SERVING REFRIGERATED CASES. REAR REFRIGERATION ELECTRICAL PLAN 16.REFERENCE ARCHITECTURAL DEMOLITION PLANS FOR F� 1/8„=1,0„ FULL EXTENT OF DEMOLITION WORK REQUIRED. TERMINATION TO REFRIGERATED CASE \�"// ELECTRICAL CONNECTION POINT BY R.C. PROVIDE TRANSITION FROM PVC TO EMT - CIRCUIT SCHEDULE TYPICAL REFRIGERATED CASE SYSTEM ROUTE EMT CONDUITS(UNDER CASES,ABOVE CHECKED BY: IRS SLAB)TO POINT OF TRANSITION TO FLEX NEW ® INDICATE WIRE SIZE FOR CIRCUIT HERE. 12"WIRE PIGTAILS TYP _ MTB-GLY ® AS REQUIRED FOR CASE/COIL FAN AND DRAWN BY: JL 5'FLEX CONDUIT TYP (ON ROOF) DEFROST FED FROM RACK CONTROLLERS. PROTO CYCLE: 05/30/25 FLOOR Y 07 BRACKET CONDUIT TO FLOOR Ij ALL CONDUCTOR SIZES ARE BASED ON INSULATION; N DEG C RATED DOCUMENT DATE: 09/03/25 ED AS REQUIRED PER CODE TYP 33 H4B-13,15,17 TERMINATIONS OR I TYP THH N TYPE 2 1 RATED L I SS THA m 16.250 TERMINATIONS OR INSULATION TYPES RATED LESS THAN PROVIDE TRANSITION FROM EMT TO FLEX 75 DEG C.MODIFY SIZES ACCORDING TO NFPA 70. REFRIGERATION PIT J UNDERSLAB PVC CONDUIT FOR CHB2-1,3 REFRIGERATED CASE BRANCH CIRCUITS 16.145 0 5 UNDERSLAB CASE CONNECTION WIRING I m G � r41 7 RE7 16.711 TYP C� NOTE:CONDUITS SHALL BE ROUTED WITH NOTE:SLAVE WIRING BETWEEN REFRIGERATED CASES IN WIREWAY REFRIGERATION LINES.ROUTING CONDUITS ROUTE CONDUIT FOR BRANCH CIRCUITS FROM OVERHEAD n PROVIDED BY REFRIGERATION CONTRACTOR NOT SHOWN FOR ON THE ROOF IS NOT ALLOWED,TYP ALONG WITH REFRIGERATION PIPING.CONDUIT SHALL BE CLARITY,R.C.SHALL REFER TO PANELBOARD SCHEDULES FOR ROUTED THROUGH CHASE WHERE INDICATED ON PLANS J SLAVE WIRING CIRCUIT GROUPINGS WHERE APPLICABLE NOTE:SLAVE WIRING BETWEEN REFRIGERATED CASES IN WIREWAY PROVIDED BY REFRIGERATION CONTRACTOR NOT SHOWN FOR 17-PROVIDE(2)CONDUITS AND BRANCH CIRCUITS PER REFRIGERATED CLARITY,R.C.SHALL REFER TO PANELBOARD SCHEDULES FOR 3 CASE SYSTEM.ONE CONDUIT WILL SERVE 120V CASE FANS,LIGHTS SLAVE WIRING CIRCUIT GROUPINGS WHERE APPLICABLE AND ANTI-SWEAT CIRCUITS.ONE CONDUIT WILL SERVE 208V CASE ELECTRIC DEFROST CIRCUIT.ON SYSTEMS WITHOUT ELECTRIC �? DEFROST,ONLY PROVIDE ONE CONDUIT.REFERENCE PLANS FOR ro ADDITIONAL BAS CONDUIT AT CHASE LOCATION. c� 7 PVC CHASE WHERE INDICATED ON PLANS cl RE7 16.711 TYP 4 CHs P457 � C23-GLY 02� CCL C23-GLY ,, I DuA7 TERMINATION TO REFRIGERATED CASE e�? J C22-GLY �0 w'�r74 ELECTRICAL CONNECTION POINT BY R.C. Q CCL +CHB2-12,14 O � � C 16.14517 _ /Y ROUTE EMT CONDUITS TO 0 //��'' POINT OF TRANSITION TO FLEX 0 0 C2? / 0�J 12"WIRE PIGTAILS TYP o TYP 16.711 4 Q CCL '�� Ga' �c 09/oa/2o25 5'FLEX CONDUIT TYP 0 RE1 v C22-GLY O C J REFRIGERATION z AL SECURE CON DU IT TO FLOOR OR CHB2-9,11 BLZA-24 J ELECTRICAL TOP OF CASE AS REQUIRED BY O� 16.145 16.710 PLAN CODE,TYP FLOOR OR TOP OF CASE. y C21-GLY o DELI REFRIGERATION ELECTRICAL PLAN PROVIDE TRANSITION FROM EMT TO COORDINATE TOP OR BOTTOM 1/8"=1'_0• LIQUID-TIGHT FLEXIBLE METAL CONDUIT FED CASE ELECTRICAL 0� J BRANCH CIRCUIT CONDUITS TO OTHER CONNECTION WITH J REFRIGERATED CASE SYSTEMS,TYP ARCHITECTURAL PLANS EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND CASE CONNECTION WIRING REFRIGERATION ELECTRICAL PLAN GR CHECKOUT REFRIGERATION ELECTRICAL PLAN SHALL FIELD VERIFY EXISTING CONTRACTOR TO SPECIFICATIONS TH MSELF RELATED FNOWL DGEDOES SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES E FAILURE (�)_20VERHEADnPRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING J 1/8"=1'-0' L 1/4"=1'-0" SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET: DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF R E 1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. KEYNOTES 16.090 REPLACE EXISTING LIGHT FIXTURES IN THIS AREA WITH TYPE AND QUANTITY INDICATED. INSTALL NEW LIGHT FIXTURE IN SAME LOCATION ARCHITECT OF RECORD: AS EXISTING LIGHT FIXTURE BEING REPLACED. RRR ARCHITECTURE,INC RECONNECT TO EXISTING CIRCUITRY AND FwvERUe CONTROLS. DVERUHD FARc,KI 111*1 16.126 EXISTING LIGHT FIXTURE TO BE DEMOLISHED. 16.131 CONNECT TO EXISTING CIRCUIT. S H �'S u ~ W ° iy�F�w �3F5a 3t O5'a°'a°am Z O 3�a wa�ozz"i°�° F iw3 HUI. a Wo'°o �- z oe r F <z s z 2W z 0 U y 00 N O W 9 16.090 TYP O 0 rn O ® BAKERY ®' z OF o O H4C-3 ^ a 16.131 O Z D O Q IF - - - �aiz z o Zwo - goJ z o' 9 TYP v i LU m Q ISSUE BLOCK BAKERY SALES CHECKED BY: IRS t. DRAWN BY: JL C•] PROTO CYCLE: 05/30/25 BAKERYY L`l LJ — DOCUMENT DATE: 09/03/25 Gy G] H4C-41' °°C.7 • TYP 16.090 9 16.131 G] G7 G7 G7 9 P G] G7 G7 G7 BAKERY SALES G] G7 G7 G7 TYP 1s.1zs d° G] G7 G7 G7 TAP — — - — — — — s.,zsF71 —� J •.J H ° SERVICE DELI Hrl �J �•�.�` TY iP6 4 A 8 ,6.090 TYP SERVICE DELI O F TYP o � 16.126 �ONAl-b� 09/04/2025 - - - GROCERY LIGHTING GROCERY LIGHTING DEMO PLAN GROCERY LIGHTING PLAN PLANS EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING ORIGINAL DRAWINGS AND MAY NOT REFLECT A THOROUGH KNOWLEDGE OF ALL DRAWINGS AND EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET. DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF G E 1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. FEEDER SCHEDULE LEGEND FOR MODULAR GENERAL MODULAR NOTES COMPONENTS ALL CONDUIT AND CONDUCTOR SIZES ARE BASED ON EMT WITH 40% RECEPTACLE INSTALLED 1. COORDINATE AREA OF EXISTING CEILING GRID TO BE FILL,75°C RATED TERMINATIONS AND TYPE THHNlrHW N-2 INSULATION. REPLACED WITH GENERAL CONTRACTOR. 0 FORNOWEM7 CONDUIT OR TERMINATIONS OR INSULATION TYPES IN POWER STRIP COORDINATE ANY REQUIRED COLECTRICA.WORK RATED LESS THAN 75°.MODIFY SIZES ACCORDING TO NEC. SINGLE CIRCUIT POWER STRIP ® FEEDER OR GROUND SIZE INCLUDING REMOVAL OF EXISTING FIXTURES. ARCHITECT OF RECORD: MODULAR POWER DISTRIBUTION MAINTAIN EXISTING LAYOUT,CIRCUITRY,AND BRR ARCHITECTURE,INC ## SYSTEM FURNISHED BY VENDOR, CONTROLS UNLESS OTHERWISE NOTED. FwvENDE PHARMACIST BENCH POWER POLE CAN BE MOUNTED AT EITHER END OF INSTALLED BY E.C. o ERUNo FwBc,xs sszoa BENCH.COORDINATE WITH POWER PLAN FOR CORRECT LOCATION. Irrn�I., CIRCUIT 1 2. COORDINATE WITH GENERAL CONTRACTOR FOR Igtty —DOUBLE CIRCUIT POWER STRIP PHARMACY DEMOLITION REQUIREMENTS. ... .mac e.s-xsx-soaa CIRCUIT 2 3. ELECTRICAL CONTRACTOR TO COORDINATE WITH NO CONNECTION OF ANY KIND SHALL BE MADE TO JOIST CIRCUIT 1 GENERAL CONTRACTOR ON ACTUAL PHASING OF WEB MEMBERS,JOIST BRIDGING,OR ROOF DECK. PHARMACY CONSTRUCTION.REUSE EXISTING MAINTAIN MINIMUM 6"CLEARANCE FROM TOP OF POWER PROVIDE 114"BOLT AND 1-1/4" JUNCTION BOX FOR SWITCH COUNTER BRANCH CIRCUITRY AS MUCH AS POLE TO ROOF DECK,JUNCTION BOXES AND RACEWAYS FENDER WASHER,TYP P$ POSSIBLE. SHALL NOT BE MOUNTED WITHIN 1-1/2"OF DECK. P$OS/D PRE-INSTALLED BY MODULAR UNISTRUT MANUFACTURER. 4. ELECTRICAL CONTRACTOR TO RELOCATE ALL DRIVE EXTEND POWER POLE 12" PROVIDE UNISTRUT P1026 VOICE/DATA BOX PRE-INSTALLED THRU EQUIPMENT POWER AND DATA AS REQUIRED. MIN.WITHIN PVC SLEEVE ANGLE FITTING OR EQUAL P COORDINATE WITH GENERAL CONTRACTOR AND o BY MODULAR MANUFACTURER. PROVIDE UNISTRUT PER CONSTRUCTION MANAGER.PROVIDE LISTED HANDLE- SPECIFICATIONS.LENGTH AS ❑ o DUPLEX RECEPTACLE - -_�- TIE BETWEEN FRONT COUNTER CIRCUIT BREAKERS PVC SLEEVE LENGTH I2"MI4 N. T T- 1111 OUTLET,BOX,AND WIRING S HF°z��pua°5aa REQUIREDTO SPAN STRUCTURAL ❑ o uU THATSHARE COMMON NEUTRAL FOR SIMULTANEOUS TO 36"MAX.TO .....m »o+• "- -- P BETWEEN DEVICES PRE- MEMBERS.SECURE TO BOTTOM OF VOICE/DATA ❑ RACK POST TYP ° _ __ �II� _ TRIP. �" �k � 8 ACCOMMODATE VARIATIONS JUNCTION BOX ❑ U INSTALLED BY MODULAR < 3ta Dam STRUCTURAL AS REQUIRED. STRUCTURAL MEMBER 5 a w'a y IN STRUCTURE HEIGHT U MANUFACTURER.E.C.TO MAKE 5. PHARMACY REFRIGERATION SYSTEMS TO REMAIN PROVIDE I-1/4"FENDER WASHER, U U FINAL CONNECTION AS REQUIRED. LOCK WASHER AND NUT,TYP 0 SHELF TYP ENERGIZED DURING ALL PHASES OF CONSTRUCTION. 2-112"UNISTRUT STRAP ❑ o =w3=arcw-=w='6°'a P ALARM SYSTEM JUNCTION BOX g 3.2 ge--,3a€° �w FIRMLY CLAMPED TO NEAREST STRUCTURAL MEMBER,TYP. 0 0 L- II ® 6. PHARMACIST BENCH CAN BE RELOCATED PER THE �$„<G=° CONDUIT INSTALL CEILING FLANGE PROVIDED WITH POLE ❑ o --� PRE-INSTALLED BY MODULAR FOLLOWING MAXIMUM DIMENSIONS,AS NEEDED TO H�owwo MANUFACTURER. t�rs�=rc�x POWER POLE 0 0 RELOCATE THE POWER POLE THAT IS PLACED N €j�8`HH w !.-.,om ❑ 0 ROUTE CONDUIT gI ® r OWNER FURNISHED DUAL COMPARTMENT OPPOSITE 2-1/2"PVC 0 ALONG BASE OF yI OOMT END OF BENCH FROM HEALTH SERVICE POWER POLE - ❑ ❑ W PRE-MANUFACTURED WHIP.E.C. CONDUIT 0 RACK TO ABOVE _ k, x "^ TO PROVIDE CONNECTION TO ROOM TO MISS OBSTRUCTIONS IN THE CEILING ANCHOR POWER POLE TO PHARMACIST BENCH CEILING TYP -• =ry=_� ABOVE POWER POLE(LIGHTING AND/OR DIFFUSERS). ❑ o WHIP AS SHOWN. PER MANUFACTURER RECOMMENDATIONS 0 0 € THE BENCH CAN SLIDE A MAXIMUM 6"TO EITHER rr L SIDE.THE BENCH MUST BE A MINIMUM OF,11"FROM ❑ 0 " 0 0 FRONT OF WILL CALL TO THE FRONT COUNTER,AND N N 0 ROUTE ALONG BASE OF RACK. `� Il I 1 y � i e �PNL-#1G A MINIMUM OF 4'-0"FROM REAR OF BENCH TO FILL STUB 1/2"CONDUIT 12" f W _ m ABOVE 2"CLAY-IN CEILING AND ---- �� POD.COORDINATE WITH GENERAL CONTRACTOR W = x W PNL-#1,#2 PRIOR TO PHARMACIST BENCH ANCHORING TERMINATE WITH BUSHING L--J =� 7. PROVIDE LISTED HANDLE-TIE BETWEEN FRONT y _ COUNTER CIRCUIT BREAKERS THAT SHARE COMMON PHARMACIST BENCH POWER POLE !� 1^-� v'PHARMACY RACK POWER tii �' 11 NEUTRAL FOR SIMULTANEOUS TRR. <� o 1111 8. BRANCH CIRCUITRY AT FRONT COUNTER TO BE RUN m z F _ _ THROUGH SIDEWALLS.COORDINATE DEVICE z W r MOUNTING WITH JUNCTION BOXES PRE INSTALLED IN U 1 + L r=�-_ 1 PANELS. �� ¢I 16.492 a. 9. VENDOR FURNISHED MODULAR POWER U DISTRIBUTION INCLUDES ALL REQUIRED LINE ENTRY u ® r� CAB LES,POWER-TO-POWER CABLE ASSEMBLIES, - l e POWER DISTRIBUTION MODULES,POWER STRIPS l e t AND OUTLETS.REFER TO MANUFACTURER'S O O N - INSTRUCTIONS FOR PROPER MOUNTING OF N 7F_-_ MODULAR POWER DISTRIBUTION. C:=D oD < 10.WHEN MAKING FINAL CONNECTIONS,ELECTRICAL O O a CONTRACTOR TO CONNECT DEVICES TO MODULAR p 1 - POWER IN THAT SECTION OF COUNTER ONLY.DO p PROVIDE 2"CONDUIT WITH PULL WIRE IN NOT CONNECT TO OTHER SECTIONS OF FRONT WALL FROM EC INSTALLED JUNCTION PHARMACY S COUNTER. z H 8 BOX MOUNTED 2'-6"AFF TO ABOVE ��) O^ a ALL RECEPTACLES(EXCEPT ORANGE RECEPTACLES) ACCESSIBLE CEILING SPACE.TYP OF 2 e 11.ELECTRICAL CONTRACTOR TO INSTALL VENDOR V g O?M m SHALL BE WHITE.ALL COVERPLATES SHALL BE FURNISHED 50'WHIP FOR PHARMACIST BENCH.IF � p WIRING BETWEEN MODULAR OUTLETS ROUTE MANUFACTURER PROVIDED WHIPS FOR PA BEING USED TO SERVE WHIP CIRCUITS STAINLESS STEEL,INCLUDING BLANKS. Q PROVIDED BY MANUFACTURER,FINAL MODULAR COUNTER ELECTRICAL DEVICES THROUGH IS MORE THAN 50'CIRCUIT FEET,ELECTRICAL �I7 O CONNECTION BY GENERAL WALL PENETRATION AT 2'-4"AFF.TYP OF 2. CONTRACTOR TO SPLICE FEEDER TO WHIP PER NEC. `J L Z /\^/\ CONTRACTOR TYP,REF ARCH DWGS. IL Lj DO NOT SPLICE WHIP IF PANELBOARD IS LESS THAN 7 Z W m LRX-11�I X I of EF-4 +qq�� OVERHEAD ROLLING L a,+44^ TWIST LOCK RECEPTACLE 50'CIRCUIT FEET FROM PHARMACIST BENCH. J_ Z 0 16.616 DOOR MOTOR � p O ADAPTERS ARE FURNISHED /�/ 16.612 I, WITH REGISTERS. I„L n 00 L� 1 KEYNOTES PROVIDE STAINLESS STEEL COVER N. AV HUB m16.62 a� w PLATE AND V FLEXIBLE CONDUIT. 2 J p m INSTALL FLEXIBLE CONDUIT BETWEEN 16.612 / MANUFACTURER 16.126 EXISTING LIGHT FIXTURE TO BE DEMOLISHED. COVER PLATE AND THE CPU CABINET 8 PROVIDED WHIPS, Z w IG LRX-30 ��a+8'-10" 16.451 PROVIDE EMT W ITH PROPERLY INSTALLED m TIGHT TO WALL.CONNECT CONDUIT TO w TYP OF 2. w THE 1"OPENING ON THE CABINET. LRX-17 LRX-4 L2U-## COMPRESSION OR SETSCREW TYPE FITTINGS O' HEALTH LRX-6 6 w' I## +8" AND AN INSULATED EQUIPMENT GROUNDING SERVICES TYP LRX-2 a+g^ CONDUCTOR FOR ALL RACEWAYS SERVING THIS O 16.612 PHARMACY LRX-9 EPH1 LRX-12 +26" ROOM TO COMPLY WITH NEC,HEALTH CARE 16.451 a+11 1 r 1 FACILITIES. ISSUE BLOCK �- +26" +13" ® - 16.492 E.C.SHALL COORDINATE WITH GENERAL ✓�+266 DEMO PANED I fai CONTRACTOR AND ARCHITECTURAL AA / LRX,REF 1-E4 DEMOLITION PLANS THE EXTENT OF ELECTRICAL ROUTE BRANCH CIRCUITRY AND VOICE/DATA CABLING DEMOLITION.REMOVE UNUSED DEVICES, THROUGH OWNER FURNISHED BLANK POWER POLE.ROUTE _LRX-8 +8" LnL BOXES,CONDUITS,AND WIRING BACK TO FLEXIBLE CABLE WHIPS ALONG BACK WALL OF MODULAR �TJ I+' a+8" ORIGINATING JUNCTION BOXES OR CABINETRY.MOUNT DEVICES WITHIN CABINETRY PER LRX-1,3 w, LRX 5 7� LRX-14 'ice+26" PANELBOARDS.REFERENCE POWER PLANS FOR MANUFACTURERS INSTRUCTIONS.TYP OF 2 MODULAR OUTLETS ✓�+26 6" CIRCUITRY PHARMACY POWER DEMO PLAN NOT A FECT ACTIVE CIRCUITS.IF CIRCUIT IBE REUSED.DEMOLITION S PROVIDED AND INSTALLED PHARMACY a 6" DEMOLISHED ALL THE WAY TO D RE L ACE WITH BY PANEL MANUFACTURER, REMOVE CIRCUIT BREAKER AND REPLACE W ITH STORAGE 5 TYP,REF ARCH DWGS. +26" , `� 11/4"=1'-0" TYP EF_ �/ FILLER PLATE.UPDATE TYPEWRITTEN CIRCUIT DIRECTORY IDENTIFYING CIRCUIT AS"SPACE". COORDINATE EXACT REQUIREMENTS WITH MOUNT IN BLOWER ROOM - --EF-4 - � EXISTING CONDITIONS PRIOR TO BID. ABOVE TOILET.COORDINATE PHARMACY �- LRX-19 LOCATION WITH BLOWER TOILET DEDICATED REFRIGERATOR CIRCUIT.LABEL COVER 16.612 PROVIDE RECESSED ALARM JUNCTION BOX MOTOR INSTALLER,TYP OF 8 LRX-18,20 TOILET 16.619 +84" PLATE WITH"REFRIGERATOR"AND CIRCUIT (W ITH VERTICAL RACEWAY)MOUNTED 2"ABOVE NUMBER PRINTED IN 3/16"BLACK LETTERING ON A AND 8"IN FROM STRIKE SIDE OF DOOR FRAME. 21 22 ABOVE LRX-13 CLEAR ADHESIVE LABEL ADHERED TO PLATE 16.616 PROVIDE RECESSED SWITCH BOX(WITH LRX-1 CEILING - (BRADY LABEL OR EQUAL). VERTICAL RACEWAY)AT+46"AND 6"FROM DOOR �I ROUTE POWER AND DATA FRAME.COORDINATE LOCATION WITH AP 18 21 23 I' +44" +8",TYP +8"FOR DATA __ INSTALLER PRIOR TO ROUGHT-IN. 22 44 LRX-22,24,26 CABLING,TYP CONDUIT ALONG BOTTOM - TVP OF RACKING,TYP ---L- 16.619 PROVIDE RECESSED ALARM JUNCTION BOX IN LRX-21,23,25 0 0 0 _ = 16.126 CEILING WITH 4"x4"x1-1/2"EXTENSION RING WITH -.� =LRX-11- g RACEWAY ROUTED TO NEAREST ACCESSIBLE CHECKED BY: IRS CONDUIT DROPS TO BE CONCEALED WITHIN TYP r---- r----, CEILING SPACE. i. C - - PANEL LRX— - - - - - - WALLS.JUNCTION BOXES MOUNTED+8"A.F.F. (OWNER �is_726 1 I 1 I 16.622 PROVIDE RECESSED 4"x4'k1-1/2"ALARM DRAWN BY: JL 4'-4" 4'-4" 4'-4" 4'-4" T-0" RECESSED IN WALL FOR ELECTRICAL/DATA 1 JUNCTION BOX(WITH VERTICAL RACEWAY)AT FURNISHED) CONNECTIONS AFTER RACKING IS INSTALLED, r¢____J L____J- +46"WITH 4"x4"x1-1/2"EXTENSION RING AND 4"x4" pR0T0 CYCLE: OS/30/25 '-8" '-8" 0'-8" '-8" '-8" TYP OF 10. I I TWO-GANG DEVICE RING. PHARMACY POWER PLAN ;; �I DOCUMENT DATE: 09/03/25 I I I 1 IIS J L____Jlg II II IcL----J L————JISI PHARMACY AND HEALTH SERVICE ROOM RECEPTACLES, SWITCHES,DATA BOXES AND THEIR CORRESPONDING I I PROGRAM FOR MANUAL ON AT 1001 LIGHT COVER PLATES SHALL BE WHITE NYLON. H x LEVEL AND 15 MINUTE TIME DELAY.WIRE PER MANUFACTURER'S I I = DIMMING CONTROL ROUTED TO H2P1-9 RECOMMENDATIONS. icy FIXTURE,TYP OF 2 --- 1I+ os/D DRYWALL GRID ADAPTER,TYP OF 2. FURNISH AND INSTALL ACUITY D.2 I I C, O \ O O O I I y ---- CONTACT LOEB ELECTRIC FOR ORDERING _ �- c PHARMACY _ __- INFORMATION. � I I � � (614)358-4979 EMILY.MORRIS@LOEBELECTRIC.COM SERV CES 9 TYP I -1 `---r - 16.451 w I I I III LJ L____Jel I 0 0 �� J� D PHARMACY STORAGE TYP 0 0 0 0 0 ___J L____J a �� L �9e B57�Ec. / yr O=K fit` I I �oNni.� TYP L 4S PHARMACY --- ---- 09/04/2025 �\ r I --� �I i ,6.,26 PHARMACY PHARMACY ILT o 0 o a o L_� I ELECTRICAL --J r— —� L----_j_ PLANS EXISTING CONDITIONS WERE TAKEN FROM EACH SUBCONTRACTOR IS RESPONSIBLE FOR HAVING PHARMACY LIGHTING PLAN �PHARMACY LIGHTING DEMO PLAN EXACTAS-BUIL DRAWINGS AND MAY NOT REFLECT ATHOROUGH KNOWLEDGE OF ELATE DRAWINGS AND 2 EXACT"AS-BUILT'CONDITIONS.CONTRACTOR SPECIFICATIONS IN THEIR RELATED FIELD.THE FAILURE 1/4"=V-0" ` ' I 1/q"-1'_0" SHALL FIELD VERIFY ALL EXISTING CONDITIONS TO ACQUAINT THEMSELF WITH THIS KNOWLEDGE DOES PRIOR TO SUBMITTING FINAL BIDS.CONTRACTOR NOT RELIEVE THE RESPONSIBILITY OF PERFORMING SHALL CAREFULLY COORDINATE NEW WORK AND THE WORK PROPERLY.NO ADDITIONAL SHEET DEMOLITION WITH ALL OTHER DISCIPLINES AND COMPENSATION SHALL BE ALLOWED BECAUSE OF E P H 1 EXISTING CONDITIONS. CONDITIONS THAT OCCUR DUE TO FAILURE TO FAMILIARIZE WORKERS WITH THIS KNOWLEDGE. GENERAL NOTES DESIGN LOADS RACK FIXTURE SCHEDULE ANCHORAGE BILL OF MATERIALS SHELVING FIXTURE&ANCHORAGE SCHEDULE FIXTURE FIXTURE TOP SHELF MAX SHELF USAGE MATERIAL TYPE COUNT FIXTURE FIXTURE FIXTURE ANCHORAGE 1.0 GENERAL 1.BUILDING CODE MARK DESCRIPTION HEIGHT FRAME MARK LOAD(LBS) ANCHOR HILTI KWIK BOLT TZ2-1/2"DIAMETER z 33/4" 203 MARK DESCRIPTION HEIGHT DETAIL 1.1 ALL FIXTURES SHALL BE DESIGNED TO MEET ALL BUILDING CODE REQUIREMENTS INCLUDING SECTION 2209.1 OF THE 2021 IBC. A.BUILDING CODE 2021 INTERNATIONAL BUILDING 1.2 JOHNSTON BURKHOLDER ASSOCIATES HAS DESIGNED THE BASE ANCHORAGE FOR THE FIXTURES SHOWN ON THIS CODE WITH WASHINGTON AWS DESK STORAGE RACK 120" DESK:24/44120075A 800 LT TZ ANCHOR HILTI BO2-3/8"DIAMETERz33/4" 2965 8-3RX PHARMACY HALF T-FRAME 84" 1B-FXS2 INSTALLATION DRAWING TO RESIST DESIGN SEISMIC LATERAL FORCES FOR THE BUILDING CODES NOTED IN THE"DESIGN STATE AMENDMENTS(2021 IBC) B STORAGE RACK 120" FRAME:44-120125S 3500 ANCHOR HILTI KWIK LT -1/4"DIAMETER x 1 7/8' 23 18-3 HALF T-FRAME 84" IA-FXS2 LOADS"TABLE ON THIS SHEET.INSTALLATION OF THE FIXTURES SHALL MEET THE LAYOUT SHOWN ON THE FIXTURE LAYOUT OGP2 STORAGE RACK 90" FRAME:22-90 OGP 600 STRAP ANCHOR STRAPS(GONDOLA) 2276 183 84 RX PHARMACY FULL T-FRAME " 1B-FXS2 o: aaR ARCHITECTURE,pacRrrEcr of a ecoOa D: INC PLAN,PROVIDED BY OWNER. 2.GRAVITY LOADS OGP2 STORAGE RACK 90" FRAME:46-90 OGP 600 STRAP ANCHOR STRAPS(T-FRAME) 472 18FW HALF T-FRAME 119" IA-FXS2 F"EaoE SUIT 00 A.REFER TO MANUFACTURER'S RATED LOADS. OGP5 STORAGE RACK 90" FRAME:22-90 OGP 600 WALL ANCHOR MTL STUD WALLS-1/4"DIA x 6"LAG SCREWS 102 18R HALF GONDOLA 48" IA-FXS2 WERuao EARK,K666204 2.0 SLAB AND FOUNDATION OGP5 STORAGE RACK 90" FRAME:46-90 OGP 600 NOTES: 18S HALF GONDOLA 54" 1A-FXS2 2.1 SLAB ON GRADE IS ASSUMED TO HAVE A MINIMUM OF 3,500 PSI COMPRESSIVE STRENGTH. 3.LATERAL LOADS T SALES FLOOR RACK 57" FRAME:22-60 OGP 250 1.ANCHOR BOLTS AND STRAPS AS NOTED ARE FURNISHED BYAND INSTALLED BY THE 18T HALF GONDOLA 60" IA-FXS2 TEL:913-26-095 2.2 THE SLAB ON GRADE IS ASSUMED TO BE A MINIMUM OF 4 INCHES THICK(51/2 INCHES THICK MINIMUM ATTHE RECEIVING A.SEISMIC LOADS GENERAL CONTRACTOR(GC). 18V HALF GONDOLA 78" IA-FXS2 rix.913-262-9oaa AREAS),UNREINFORCED AND PLACED OVER A MINIMUM OF 4 INCHES OF DRAINAGE FILL. 1.5%DAMPED SPECTRAL RESPONSE COEFF(Sde) 0.763 g 2.ANCHOR STRAP SUPPLIER CONTACT INFORMATION: 24R HALF GONDOLA 48" 1A-FXS2 2.3 THE SLAB ON GRADE IS DESIGNED TO BEAR ON A NET SOIL BEARING CAPACITY OF 1500 PSF MINIMUM. 2.1-SEC PERIOD SPECTRAL RESPONSE COEFF(Sd1) 0.487 g LOZIER:WALMART CUSTOMER SERVICE-walmartteam@lozier.biz,(800)-966-0261 24T HALF GONDOLA 60" 1A-FXS2 3.SEISMIC DESIGN CATEGORY D B MADIX: CHERI BAGLEY, cbagley@madixinc.com,(256)839-6354 24U HALF GONDOLA 66" 1A-FXS2 3.0 MATERIAL FOR RACKS AND ANCHORAGE 4.SEISMIC SITE CLASS D(DEFAULT) 44-120 075 A ANCHOR BOLT(REF DETAILS) TEMPORARY ANCHORAGE BILL OF MATERIALS 24V HALF GONDOLA 78" 1A-FXS2 RACK FIXTURE MARK(SHELF 3.1 ALL ANCHORS TO THE SLAB SHALL BE AS NOTED ON THESE PLANS. 5.NON-BUILDING STRUCTURAL SYSTEM AND SEISMIC STEEL STORAGE RACKS 24W HALF GONDOLA 84" 1A-FXS2 ' 3.2 OWNER IS TO PROVIDE MAINTENANCE PER RMIIANSI MH16.1 SECTION 1.4.1. RESISTING SYSTEM CONFIGURATION VARIES-BY OWNER) NEW RACK USAGE MATERIAL TYPE COUNT 24X HALF GONDOLA 90" 1A-FXS2 3.3 FIXTURE INSTALLER SHALL OBTAIN OUT-OF-PLUMB INSTALLATION TOLERANCE FROM FIXTURE SUPPLIER PRIOR TO 6.RESPONSE MODIFICATION FACTOR(R) 4.0 FRAME POST TYPE, ------ TEMP ANCHOR HILTI KW IK HUS-EZ-3/8"DIAMETER z 3" 444 24XSD SUPER DUTY HALF GONDOLA 90" 1 D-FXS2 INSTALLATION PER RMI/ANSI MH16.1 SECTION 1.4.11.1. �'I EXISTING RACK 7.IMPORTANCE T NCE FA FACTOR(Ro) 2.0 REF SCHEDULE(A=UA) --- TEMP STRAP ANCHOR STRAPS(GONDOLA) 372 30-2 FULL T-FRAME 54" 1 E-FXS2 3.4 NO FIELD WELDING IS PERMITTED.ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS,IN AN APPROVED SHOP.USE ----- w 8.IMPORTANCE FACTOR(Ip) FRAME POST WALL THICKNESS �'I RELOCATED EXISTING RACK TEMP STRAP ANCHOR STRAPS -FRAME 46 30-3 FULL T-FRAME 84" 1 E-FXS2 rn $ m w ' E70xx WELD RODS OR EQUAL TO TENSILE STRENGTH OF BASE METAL OF WELDMENTS.PER AWS D1.1 OR D1.3. (T ) - �- 3.5 PROVIDE 6"AT 120"TALL RACKS AND 4 1/2"AT RACKS LESS THAN 120"(OR EQUAL TO 5%OF THE UPRIGHT FRAME HEIGHT) -SALES FLOOR&GARDEN CENTER AREA 1.5(PUBLIC ACCESS AREA) (INCHES,075=0.075") "`-----" 30YZ HALF GONDOLA 120" 1A-FXS2 Lu -STORAGE AREA 1.0(NO PUBLIC ACCESS) 36-3 FULL T-FRAME 84" 1E-FXS2 MINIMUM CLEARANCE BETWEEN OTHER RACK FIXTURES OR ADJACENT BUILDING ELEMENTS PER ASCE 7-16,SECTION 15.5.3.3.4. EXISTING RACK WITH NEW < Z4 9.ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE FRAME HEIGHT(IN INCHES) SHELF CONFIGURATION 36FW FULL T-FRAME 119" 1E-FXS2 O fiy a 10.DESIGN BASE SHEAR PER RMI 2.6.2 36S FULL GONDOLA 54" 1E-FXS2 s�OrOW €aa 4.0 ROLES AND RESPONSIBILITIES FOR DEMOLITION AND INSTALLATION OF SHELVING AND RACKING FIXTURES ( ) FRAME DEPTH(IN INCHES) EXISTING RACK Z �� a°pw-,°x$ -SALES FLOOR&GARDEN CENTER FIXTURES 0.286W(PUBLIC ACCESS AREA) pp ''¶¶ 36T FULL GONDOLA 60" 1E-FXS2 Q aw `iozzN 4.1 RELOCATION AND SETUP OF GONDOLAS AND/OR RACKING AS INDICATED ON FXS SHEETS WILL BE PERFORMED BY OTHERS. ("24/44"=DESK) V.____V WITH NEW FRAMES SPECIAL INSPECTIONS REQUIRED �ms�vow�a€�a � ANCHORING OF UPRIGHTS TO BE PERFORMED BY GENERAL CONTRACTOR. -STORAGE AREA RACKS 0.191W(NO PUBLIC ACCESS) 36V HALF GONDOLA 78" 1A-FXS2 g aF�w TYP RACK FIXTURE SYMBOL RACK SYMBOL LEGEND 3sx FULL GONDOLA 90" 1E-FXS2 oo��o r°wmwp OH3 4.2 GENERAL CONTRACTOR TO ANCHOR ALL SHELVING AND RACKING FIXTURES ACCORDING TO THE REQUIREMENTS NOTED ON a �w"ap Now og THE FXS SHEETS. SPECIAL INSPECTION AS REQUIRED BY SECTION 1704 48x FULL GONDOLA 90" 1E-FXS2 Faa:='wa=gym 4.3 FIXTURE ANCHORING SHALL BE ACCOMPLISHED SIMULTANEOUSLY WITH FIXTURE INSTALLATION. RACK FRAME&ANCHORAGE SCHEDULE OF THE 2021 INTERNATIONAL BUILDING CODE OR BY 52W FULL GONDOLA 84" 1E-FXS2 rn €' 89.,_ 4.4 ENSURE ALL EXISTING WALL STANDARDS AND HALF GONDOLAS TO REMAIN ARE SECURE TO WALL. THE ENGINEER OF RECORD: 54X FULL GONDOLA 90" 1E-FXS2 4.5 GENERAL CONTRACTOR SHALL ENSURE THAT PROPER PROCEDURES AND WORK SEGREGATION ARE IN PLACE DURING ALL FRAME MARK ANCHOR DETAIL FRAME COUNT 2490 EC END CAP 90" 1C-FXS2 FIXTURE ANCHORING PROCEDURES. 22-60 OGP 2-FXS2&6B-FXS2 30 PERIODIC SPECIAL INSPECTIONS: 3678 EC END CAP 78" 1C-FXS2 a' 4.6 GENERAL CONTRACTOR TO CLEAN ALL RESIDUE FROM SURROUNDING FIXTURES AND AREA AS ANCHORING IS COMPLETED 22-90 OGP 2-FXS2&6B-FXS2 15 4878 EC END CAP 78" 1C-FXS2 (CLEAN AS YOU GO). 1.POST INSTALLED ANCHORS-MECHANICAL-USED FOR THE ANCHORAGE OF 24/44-120 075A 2-FXS2&6A-FXS2 2 STORAGE RACK OR SALES FLOOR SHELVING FIXTURES,PER SECTION 1705.3, 4.7 GENERAL CONTRACTOR IS TO PERFORM ALL REMOVAL AND INSTALLATION OF ANCHOR STRAPS AND/OR BOLTS AT FIXTURES (SD=SUPER DUTY,IF NOTED) SHELVING DEPTH F'SI REQUIRING PERMANENT OR TEMPORARY RELOCATION. 44-1201255 2-FXS2&6A-FXS2 46 TABLE 1705.3(4.b.)AND 1705.13.7 OF THE 2021 INTERNATIONAL BUILDING CODE FOR r (IN INCHES) '� O: 5 4 46-90 OGP 2-FXS2&6B-FXS2 23 EACH ANCHOR LISTED IN THE"ANCHOR BOLT DETAIL"ON SHEET FXS2. 24VSD END FRAME HEIGHT O Wj r�i�= 'N -_-- L , L----, NOTES: 24V (IN INCHES) F I-,Pl Q? Y o v 1.SPECIAL INSPECTIONS NOTED ABOVE SHALL BE PROVIDED BY,BUT 3671178 ¢ z [��ANCHOR BOLT(REF DETAILS) e ';__'__ NOT LIMITED TO,THE OWNER'S CONSTRUCTION TESTING LABORATORY(CTL). EC >m 44-1201255 REFERENCE SPECIFICATIONS FOR DETAILS. SHELVING FIXTURE TYPE MARK AND HEIGHT,PER SCHEDULE ANCHOR BOLT z SHELVING WIDTH(IN INCHES) (REF DETAILS) O u e III I-L/JLB 44-1201Y�56 q m a �� � y HALF GONDOLA END CAP z FIXTURE SYMBOL FIXTURE SYMBOL SHELVING WIDTH r(RX=PHARMACY,IF NOTED) (IN INCHES) 93RX �� (RX=PHARMACY,IF NOTED) O 0 I^ ANCHOR BOLT e E 44-120 lzssa E �=' DENOTES ANCHOR BOLT(S)AT 183 � r (REF DETAILS) 4-120 1255 ''"`.T- RACK FRAME BASE PLATE,REF Ii CZ71 �`----"----"----"---_y J�--- "RACK FRAME&ANCHORAGE ANCHOR BOLT(REF DETAILS) 18-3RX \l SCHEDULE"FOR REQUIRED SHELVING FIXTURE TYPE MARK O O SHELVING FIXTURE TYPE MAR s _-_- _ --_-Y-Y-_- _ INCHES) L SCHEDULE Z n O Y ANCHORAGE HALF TEFRAMEH( FULL T-FRAMER n r ' II; SCHEDULE K 44-1201255 u; u_ _ ANCHORAG IL,TYP SIf IN ES LJ I---� Cl Z I- P, _ _ _ I-___ ____y 24/4a-1zoo75A FIXTURE SYMBOL FIXTURE SYMBOL L�� O v�o a r-m 24U 2qW SHELVING WIDTH L O p ' r h-il � o - (IN INCHES) �rr'� N Z ^ ALL HALF GONDOLA FIXTURES ARE TO BE ANCHOR BOLT V r W "q F-i - "','I Y Y Y Y Y Y y F-�I F-� ANCHORED AT ANY TEMPORARY OR FINAL - �� '�.!il,,'il,,'il, I �� LOCATION,REF"SHELVING FIXTURE& REF DETAILS) �O -i �i h F_� ANCHORAGE SCHEDULE"FOR REQUIRED 48V o F L �44-120125 ANCHORAGE DETAILS,TYP T 0 �J/ �� -�i - - - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ L LL , I , - r--_ �� �� ��- �- �_- �-_� , _i__ AND HEIGHT PER SCHEDULE Ik 18V ' � ' 18V- _ - '118V iBVY 30YZ I � 30VZ I � r) "i`, Sry a r 11 [ zaxs :- --- --- -'_�'„ ;I aax FULL GONDOLA m 11 11 FIXTURE SYMBOL " ___ LS NOTE:ANCHORS SHOWN ABOVE ARE FOR EXAMPLE ONLY, z k-i ICI I y III j,-r', __ 22-so OGP 1 �- ______ H�� REFER TO PLAN AND DETAILS FOR ACTUAL ANCHOR CONFIGURATION. m - - - - - -= F-i k-i r-i h- __ ___ x _ - O r y,; i o -" �� ` e F4 r- 48X � 22-600GP ,`", F'i 48X k-H x x „ I„ I I 24T , _ i } i ; mo mU q IIIL44 1�7r IP ISSUE BLOCK �+ 48X�-- w 2&60 OGP�"22-60�OGP ' 4878 1 V '24T 48X 1�tiV 48X 48X 48X OSX -�i 1,ftiV I �~�__ - r " FIXTURES NOTED ONSTHIS PI LAN- F- _-_-_-_-_ __ _ ONLYTHOSE NG 48X - 3fiX 36X -- 48X --• 48X 48X vw 8 8 i8V 8 24V --- ___ I I , I I I ' , $U I-!�8x� (U O):_ __ _-_ V I REQUIRE ANCHORAGEN F-q k� " ml o .. - I`, /�.� - ,IF ® ® ® i'8 ® ® x 48X 48X 48X 48X 48X 48X i- x m E-� k--0 l'�48X�'I _ 38FW rI I F4, " r� �aax� w `" E•_� €�m �: ®M ®M x 11 V - =EEpmo f__ I' -- -a 8FW nw Nw c _ 24V '^3fiFW 3` _ q fLlu lul lul i-Ji --- --- x ---, 24X _ - k-i ______________________________ _ -- _ _ LIl w _-_-_-_-_-_-_ -__, m l �_ -_�i-�_ 7`m__- _-J�-_ 30-3 30-3 30-3-mom __, `Fi x x -_-_-_-_-_ 8-900GP 4-96 O'�OGIP O 8X `1W 1`® ®� ® �I �30-3'1 Lr M "o l`4 � mU wU I" 24X a "' " - rSFW 303 18FW 30-2 30-2 36-3 - "� 0-3- ___ m ®. 46-9®.P .__, m " CHECKED BY: BBB ®m m 6Ao OG "U "O M� +�" --- m m1~30. i v DRAWN BY: AS ew <w " ®M ®: 2p_g00Gp 46-900GP ® ® "� � - °p .. --22-90 OGP--I ----- ----- PROTO CYCLE: 05I30/25 N U N U 118FW 18FW 30-3 30-3 12 ®� ,_ x N ---y-- ---y 22-900GP r__y-_ -, _ DOCUMENT DATE: 09I03/25 XS ® ® m�o ®m m e --I 3_ ew ew m - / -_--'_-'_-- - ® -_ --- - ®m J , - __ ®M ® ® m 30-3 +I ___ ® a -- 3 I�36FWr'1 v >'� 1- ✓ _' �' 36-3 "�: �i3 LPL--_--_--_-__ '__I x �I rr, r T „ „ ------------------------- r-----' K' FEl_ rI_ 36a ___ f" - p 'r, f ` m � rr� - -^ `Fi all r_ rnrl �. �43 !_ F 36X r� r� o�_ ,i�l �: 7, 'i Yll' - 24X r\�I ,. " -------' - 7 r-- G- 1 - ® - r-�I I�r-4 r+ - 18FW �zj ® ® ® ® IFm ® l�7 I-i`, „ I`, --_-_- ` +/ sr -� ._F�I ,y yam' Zr 36FW�1 2 �2 2 3 -^36F"Nr•--�32 --36FW�1 'I-_I it 9/3/2025 I' f� ri ri rmi f®LLrmi®rmi "I IX _`�I OSX 48X 48X r-41 l�3fiFW�� �� � •__ II 'i 36X , i II I, , ____ Ti - - - 'r- ___ ___ ___ L_Lr__� _ 'i M � --------1-' =-' - ��-�E��I -�:. I,iI;:II _ _ �- -____' III ® 18-3 ® �}} 1 1 r 4 ______ -, f3LLJ--------- 30-3 --_I 48X 48X 48X 48X 8X- 48X 48X F-303 48X 48X 4 a ' DENOTES ANCHOR BOLT(S)AT_ - I-I -I - -- --- -- I--I o -- -_ II`•; ;III �`,; SHELVING FRAMES REQUIRING - , r r--� _ L  'r-� " ANCHORAGE,REF"SHELVING-= ---- !L-1 J J=-7: , t-a FIXTURE&ANCHORAGE 18R 18R 18R 18R �18R 18V 3678 �4, 'li``, 36S 36S 36S 36S 36S 36S 36S 36S 36S 36S 36S 36S 36X 36X 36X 36X 36X 38X EC 1ST 48X 48X ��, SCHEDULE"FOR REQUIRED �_ _ -r 7 _ m ANCHORAGE DETAIL,TYPI r� ri y�y r� i 'I� 'i� ' F K _.X 3aX `_, L-a _ 18S 18S 78S 18S 18S i8S 185 i8S i8S 18S i8S 185 L f 7 cY 1 - \I Is+ Is+ Is+� Is+� Ik+ Its, Is+� Is+ F' Is+� ____ D - --i -- - --- - -- --I - -------= _--------_-`_------------- -r --- -- -- - - - - -m -- -I =-== ` 3 I- o rllr , I I I I 9-3RX 9 3 4�8X "�24X 24X� 24X�1 c -- -- - ----- ------ - --- ---- --- - LT- -- - --- ----- - - - -- _ I I!i -I-- ------ - - ------- - - - - L- - --_ m -- I I I I I I FIXTURE A _--_-_-- _ - -----_-_-- ANCHORAGE z PLAN AND NOTES RACK AND SHELVING FIXTURE ANCHOR PLAN �F SHEET n � r FXS1 NOTE: HALF GONDOLAS SHALL BE ANCHORED g TO WALURACK AS SHOWN TO SATISFY 0 z OWNER REQUIREMENTS.WALL/RACK z O EXISTING ANCHORAGE IS NOT REQUIRED FOR ARCHITECT OF RECORD: 0 z WALL STUDS SEISMIC DESIGN OR CODE COMPLIANCE. ARCHITECTURE,INC w AV F ENUE SUITENOTE: ¢ w EXISTING WOOD oveauno IARR,xs sszoa BLOCKING CONTACT REF SHEET FXS1 FOR SPECIAL 3 r ( U AT N)WALL HALF GONDOLAS("YZ",REF INSTALLATION NOTES: spa•=N�m x ARCHITECT FOR v� �� INSPECTIONS REQUIREMENTS O �i PLAN)ADD SECOND BOLT AT H 11 AFF. - - DIRECTION IF BLOCKING IS 1.GAPS BETWEEN SHELVES- FOR CONCRETE EXPANSION r i USE(1)1/4"x6"LAG SCREW WITH 1/2"DIA ,�; n FAx.vIa-zsz-soaa ¢ a NOT FOUND AS SHOWN) ANCHOR BOLTS. 4 U WASHER AT STUD WALLS. - n n SHALL NOT EXCEED 5/8". o BOLT ALL UPRIGHTS ii 2. UPRIGHT DEFLECTION SHALL E TIGHTENING REQUIREMENTS: TO WALL,REF BOLT ALL(NON-SUPER DUN) n NOT EXCEED 1 3/8"IN A c° TIGHTEN ANCHOR BOLT PER GONDOLA UPRIGHT UPRIGHTS TO WALL AT V-0"AFF. HORIZONTAL PLANE. t EACH DIAMETER: S.S. ANCHORAGE AT WALL USE(1)3/8"x5"LARGE DIAMETER TYP PANEL, 3/8"DIA-30 FT-LBS 30 FT-LBS TAPCON(LDT-3850)CONCRETE 1/2"DA-50 FT-LBS 40 FT-LBS SCREW AT CMU OR 1/4"x6"LAG 3.SHELVES SHALL NOT SLOPE DOWN TO THE FRONT DUE TO 5/8"DIA-40 FT-LBS 60 FT-LBS SCREW WITH 1/2"DIA WASHER _ - GONDOLA UPRIGHT UPRIGHT DEFLECTION. 13 GA STL ANCHOR o [-PLATE THICKNESS FRAME,REF PLAN AT STUD WALLS. BRACKET(BY SUPPLIER), w w o r hnom-EMBEDMENT DEPTH 4.SHELVES ABOVE BASE DECK NP AT EACH FRAME ? S '�-" w s i i ho-MIN HOLE DEPTH SHELVING LEVEL SHALL NOT o z�wp La-LENGTH OF ANCHOR ANCHOR AT UPRIGHT IS METHOD OF BOLTING TO NOTE: EXTEND BEYOND BASE DECK B b OUTSIDE FACE < 3 r<�w w$W > NOT REQUIRED IF FRAME WALL WILL VARYDUETO SHELVING AT ANYTIME. OF END FRAME O fiy > g'�awaOpm NOTE: §orow�N€n ALL ANCHOR BOLTS SHALL BE HILTI KWIK BOLT TZ2 HEIGHT OR ADJACENT DIFFERENT EXISTING WALL - - z 5. EXTENDERS SHALL NOT BE _ 12 GA STL ANCHOR PL O 3 w ANCHOR/LEVELER PAD WALL HEIGHT IS LESS MATERIALS. USED ON ANY HALF GONDOLA _ __ _ N 'a ANCHORS MUST BE INSTALLED IN ACCORDANCE W ITH THE _ BY SUPPLIER),TYP AT i s3�'rc AT WALL PANELS,NP THAN 72"(6'-0") THAT WILL CREATEA HEIGHT "- ( ) °,�-,00€a�!w TYPICAL(31 ROOM LAYOUT MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS 'P { y- .° EACH END g 3i� (13)PLACES AND PER ICC ESR-4266 REPORT. IN CASE OF CONFLICTTHE OF 72"OR TALLER UNLESS IT - O oo�soUG„Hpwaorc3 ( GONDOLA UPRIGHT SECTION AT SECTION AT e a � -a_�ow og ICC ESR-4266 REPORT GOVERNS).REF BASE PLATE DETAIL NOTE: FRAME,REF FINAL IS ANCHORED TO THE WALL. r= w :c3:�owg��i FOR DIAMETER AND EMBEDMENT. ANCHOR AT UPRIGHT IS NOT MERCHANDISE PLAN ALL HALF GONDOLAS 72"OR PHARMACY PHARMACY (2)ANCHOR BOLT(S)PER LEVELER AT OUTSIDE NOTES: HALF T-FRAME T-FRAME -REQUIRED IF FRAME IS TALLER MUST BE ANCHORED CORNERS AND DOOR JAMBS AND(1)ANCHO 1. REFER TO ANCHORAGE PLAN ON SHEET FXS1 FOR ADJACENT TO CHANGING TO THE WALL AT 72"AFF,REF ,'a, R BOLT ,a'4- PER LEVELER AT OTHER LOCATIONS:1/4"DIA FINAL ORIENTATION OF ROOM LAYOUT. NOTE: ROOM WALL PANELS OR GONDOLA UPRIGHT " IF CENTERLINE OF ANCHOR BOLTS FALLS WITHIN 1"OF COOLER/FREEZER WALLS BASE DECK ANCHORAGE AT WALURACK. (1)ANCHOR BOLT(S)PER BRACKET:3/8"DIA HILTI KWIK HUS-EZ,REF 4-FXS2. RFF SHELVING HILTI KWIK BOLT TZ2,REF 11-FXS2. (1)ANCHOR BOLT(S)PER PLATE:3/8"DIA a' ` 2. REFER TO SUPPLIER FOR INSTALLATION DRAWINGS CONTROL JOINT,SHIFT FIXTURE 2"(MAX)PERPENDICULAR TO W ^ hnom=1 5/8",ho=2",(UNO). FOR DIMENSIONS AND FINAL DOOR ORIENTATION. THE JOINT,OTHERWISE SUBMIT RFI TO THE ARCHITECT FOR FXS REMOVED HILTI KWIK BOLT TZ2,REF 11-FXS2. hnom=21/2",ho=23/4",(UNO). hnom=21/2",ho=23/4",(UNO). ' ALTERNATE INSTALLATION BEFORE INSTALLING BOLTS. FOR CLARITY GONDOLA UPRIGHT REF 1-FXS2 FOR UO TYPICAL ANCHORAGE PLAN AT CONCRETE EXPANSION WOOD BLOCKING AT STUD WALLS ANCHORAGE AT WALL/RACK BABEANCHQRAGE TYPICAL ANCHOR AT ANCHOR AT �= � z tiwa= Y o CHANGING ROOM WALL PANELS NANCH BOLT AIL NWALL ANCHOR AT HALF GONDOLA UPRIGHT PHARMACY T-FRAMES END CAP FRAMES z �mm 12 8;8"_ OR DET O �u a U C:D ti) O 0 o% Q CLOSURE TUBE-NO SLOTTED ID � N a.w OPENING AT MID SPAN OF FRAME ^U, 4. O w¢ OUTSIDE FACE OF END FRAME Z M a �LL• 5-5, �10 ANCHOR STRAP(1"WIDE x 22GA THICK) GigO � N FIELD CUT STRAP AS SHOWN AND ATTACH Z 22 GAUGE 1 N N TO INSIDE FACE OF FRAME WITH(2) ^Z #12-14x3/4"TEK SCREWS AT SPACING ii ii �Lu STEEL STRAP SHOWN.REF 1-FXS2 FOR PLACEMENT OF irn 1/2"DIAMETER ' STRAP AND ANCHOR TO SLAB WITH SAME °° J FO irn ANCHOR BRACKET HOLE 1 ,. i BOLT NOTED FOR TYPICAL ANCHOR ii ii AT EACH FRAME BY P CONDITION AT THE END FRAME. NOTE: n n SUPPLIER n/ REF SHEET FXSi FOR SPECIAL ' ALTERNATIVE ANCHOR STRAP/BOLT CONNECTION ATA INSPECTIONS REQUIREMENTS FOR CL END FRAMES-ONLYALLOWED FOR USE WHEN CONCRETE SCREW ANCHOR BOLTS. POST SA-TYPICAL SINGLE ANCHOR STRAP ALTERNATIVE ANCHOR AT BASE PLATE AND EQ EQ HALF GONDOLA END FRAME CLOSURE TUBES DO NOT HAVE A SLOTTED OPENING w TIGHTENING REQUIREMENTS: FRAME BY RACK "SNUG TIGHT"-NO GAP BETWEEN PLAN VIEW SUPPLIER STIFFENER AT"US" - HEAD OF ANCHOR BOLT AND BASE z UPRIGHT ONLY BASE PLATE PLATE OR ANCHOR STRAP. 5'-0" m0 5/8"DIA,TYP U AND FRAME BY 3" 9/16"DIA 1-PLATE/STRAP THICKNESS m qa a RACK SUPPLIER hnom-EMBEDMENT DEPTH ho-MIN HOLE DEPTH BASE LEG OF z N La-LENGTH OF ANCHOR 3/4"MIN 31/2' - ISSUE BLOCK RACK FRAME w CLOSURE TUBE 3/4"MIN e w (NPAT HALF GONDOLA END FRAME) •�::_.�' 9/16• OUTSIDE FACE AT END FRAME n �•PAI� BASE PLATE v w LIGHT GAUGE STEEL STRAP SUPPLIER AND FRAME `D ~ (GALVANIZED)1"WIDE x 22 GA ANCHOR PL 1/4"x3"x4" BY SUPPLIER, " MIN THICKNESS REF 1-FXS2 WITH 5/8"DIA BOLT HOLE, (1)ANCHOR BOLT(S)PER BASE PLATE:1/2"DIA (i)ANCHOR BOLT(S)PER BASE PLATE:3/8"DIA TYP FOR PLACEMENT OF STRAPS NOTE: SHOP WELDED TO FRAME HILTI KWIK BOLT TZ2,REF 11-FXS2. HILTI KWIK BOLT TZ2,REF 11-FXS2. ALL ANCHOR BOLTS SHALL BE HILTI KWIK HUS-EZ. RACK BRACING hnom=2 1/2",ho=2 3/4',("UA"&"US"POST). hnom=2 1/2",ho=2 3/4', OGP"POST. THE ANCHORS MUST BE INSTALLED IN ACCORDANCE WITH THE o e AND FRAME SIZES x x By SUPPLIER (" ) (1)ANCHOR BOLT(S)PER STRAP:3/8"DIA 6A-BASE PLATE"UN'&"US"POST 6B-BASE PLATE"OGP"POST HILTI KWIK BOLT TZ2,REF 11-FXS2. MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS AND BY SUPPLIER _ hnom=2 1/2",ho=2 3/4",(UNO)*. PER ICC ESR-3027 REPORT.(IN CASE OF CONFLICT,THE ICC .. NOTES: ESR-3027 GOVERNS).REF ANCHOR DETAILS FOR DIAMETER AND -- 1.PROVIDE SIZE AND QUANTITY OF ANCHORS AS NOTED ABOVE AT EACH UPRIGHT FRAME POST. 's-, (1)ANCHOR BOLT(S)PER BASE PLATE:3/8"DIA EMBEDMENT. • HILTI KWIK BOLTTZ2,REF 11-FXS2. - 7 7 (1)ANCHOR BOLT(S)PER PLATE:1/2"DIA 2.WHEN BASE PLATE CONTAINS GREATER NUMBER OF BOLT HOLES THAN ANCHORS SPECIFIED. AT SUPER DUTY(SDI AT GONDOLA OR T-FRAME hnom=2 1/2",ho=2 3/4", Nt c XS S HILTI KWIK BOLT TZ2,REF 11-FXS2. ADDITIONAL HOLES IN BASE PLATE NEED NOT BE FILLED WITH ANCHOR BOLTS. INTERIOR&END FRAMES INTERIOR&END FRAMES (AT SUPER DUN(SD)FIXTURES ONLY)" NOTE: NP TYP hnom=2 1/2",ho=2 3/4",(UNO). 5A IF CENTERLINE OF ANCHOR BOLTS FALLS WITHIN 1 3/4"OF 3.PROVIDE WASHERS AS REQUIRED TO ESTABLISH REQUIRED EMBEDMENT DEPTH"hnom". ALL TEMPORARY ANCHORS SHALL BE 3/8"DIA ANCHOR STRAPS SIMILAR CONTROL JOINT,SHIFT FIXTURE 2"(MAX)PERPENDICULAR TO THE /� FOR T-FRAME FIXTURES. JOINT,OTHERWISE SUBMIT RFI TO THE ARCHITECT FOR 2'-10" 1'-101/2" ANCHOR AT HILTI KWIK HUS-EZ.hnom=2 1/2",ho=2 7/8"(UNO) ALTERNATE INSTALLATION BEFORE INSTALLING BOLTS. ELEVATION SIDE VIEW REF DETAIL 4-FXS2 BIKE RACK TYPICAL ANCHOR AT RACK FRAMES TYPICAL ANCHOR AT GONDOLA FRAMES d ANCHOR BOLT DETAIL BIKE RACK ELEVATION 5 1/2"=1'-0" T NTS 4"=1'-0" CHECKED BY: BBB DRAWN BY: AS 4" 2 1/2"MIN PROTO CYCLE: 05I30/25 6 1/2"MAX AT 24"-36"HALF GONDOLA 21/2"MIN AT 48"-60" 21/2"MIN DOCUMENTDATE: 09/03/25 4" 2 1/2"MIN 9 1l2"MAX GONDOLA 9 il2"MAX �,, AT718"HALF GONDOLA OR T-FRAME 41/4" 21/4" 21/2"MIN ` '+'�NTti+ I I TYP TYP AT 30"-36" 21/2"MIN 6 1/2"MAX GONDOLA OR 6 112"MAX PS END OF (1)ANCHOR AT EACH BASE PLATE AT INT FRAMES T-FRAME END OF (TYP FOR ANCHOR FRAME NP rain. EACH SIDE ' ' (0 FR1E- 0SPACING NOTED IN THIS WALL OR z EA _ _ PLAN VIEW) END OF FRAMENPEACHSIDEFIXTURE FIXTURE w o0 5A c�FRAME ,I I 9/3/2025 CL OF _ ABOVE S O w XS ? ANCHOR 5A0 i1ANCHOR b x r rDESIGN SHELF LOADS: BOLTS,TYP w ? iSTRAP,TYP XS9"SHELF=15 LBSISHELF(PHARMACY) 'IO SA e " SUPER DUN z 12"SHELF=50 LBS/SHELF iwXS UPRIGHT ¢ i GONDOLA E c UPRIGHT15"-16"SHELF=50 LBS/SHELF(APPAREL) z FRAME,NP 18"SHELF=125 LBS/SHELF FRAME,TYP T-FRAME _ TYP r-- SHELVESTYP AT EACH FRAME,UNO FIXTURE XS VARIES 24"(+)SHELF-150 LBS/SHELF ) it z AT WT FRAMES x ocU n T-FTYPRRAME P FRAME,NP ABOVE E II " XSABOVESUPER DUTY z OA OVES6 ATSK IFIRAM 075A" ( ) 0 XS zLL w O^ SHELVES WALL OR i O $ GONDOLAUPRIGHT U ?50 LBS/SHELF APPAREL r UPRIGHT SHELVES B -225 LBS/SHELF GROCERY XS DESK FRAMES ONLY 30"(HD N)SHELF-75 LBS/SHELF it w XS li ¢❑ a z 0 9 9 z 0 h Q FRAME WITH BASE ¢ �y z NO.OF SHELF LEVELS/FIXTURE HEIGHT: (1)ANCHOR STRAP, w z z ABOVE FIXTURE XS z O <^ ,� PLATES,TVP a CL OF U UO XS UO w 'a SA m ¢ >� 0 4 LEVELS AT HT.<48" TVP AT END FRAME o¢ ¢-• _ FRAME i _ ¢ x 'z ANCHOR w x (5)LEVELS AT 48"<HT.< 90" (INSERT STRAP w y ul O BOLTS,NP w w it >o CL OF l TYP o m Typo a w U iw XS o a O O z w (I)ANCHOR AT It O 7 LEVELS AT HT.>90" THRU SLOT AT TOP K w m ANCHOR m ANCHOR PLATE li v EACH BASE PLATE U 4 o: ul O a.r 0- CL OF O, w -v ANCHOR p^ 5A m e (4)LEVELS AT"24V"&"24X"(FULL)=78"&90" OF FRAME LEG) ¢ x BOLTS,NP ANCHOR x o BY SUPPLIER,TYP AT END FRAMES ¢ STRAP,TYP z (4)LEVELS AT HD N=120"(YZ) Z y l l BOLTS,NP/ l Z y w XS z PLAN VIEW (9)LEVELS AT PHARMACY=84"(3RX) EO EQ ¢ i ¢ ¢ HALF GONDOLASUPER DUTY L VARIES REF REF (NOTE:ITEMS LISTED MAY NOT EXIST HALF GONDOLA& T-FRAME PLAN VIEW /HALF T-FRAME PLAN VIEW END CAP PLAN VIEW p�1 VIEW FULL GONDOLA& IN PROJECT) HALF T-FRAME PLAN VIEW AT PHARMACY AT PHARMACY WALL FULL T-FRAME PLAN VIEW SCHED SC ZE 0" VARIES VARIES VARIES VARIES VARIES VARIES VARIES VARIES VARIES WALL OR WALL OR FIXTURE WALL OR X WALL OR FIXTURE FRAME FIXTURE FIXTURE FRAME ______________ _ FRAME FRAME SHELVING J REF 10-FXS2 FOR F _ _ _ --- -__- UPRIGHT POST c== T-FRAME END CAP GONDOLA LAYOUT VARIES RACK CONNECTION TO SHELVING T-FRAME SHELVING SHELVING BRACING w WALL OR RACK SHELVING p RACK BRACINGx _______ ______ ____ ! _______ _ w BY SUPPLIER BY SUPPLIER m PER OWNER x REQUIREMENTS REF 10-FXS2 FOR _ > w w X UPRIGHT POST T-FRAME w ____________ ___ _- _ ___ y It w T-FRAME i SHELVING ---------------- -- --- w F r GONDOLA SHELVING CONNECTION TO / SUPER DUN xw SHELVING WALL REQUIREMENTS // _ GONDOLA % y BENT PLATE j u:= ��� ` --__' FIXTURE REQUIREMENTS SHELVING _ _ a w STIFFENERS AT c0 ul i O 4 EACH UPRIGHT J� """________ TYP TYP ___ TYP ; __ TYP ___—_ _—_= ANCHORAGE > FRAME POST,TVP 7 AT"US"POST m 5 5 g 8 5 5 5 XS 9 TYP XS XS TVP XS XS DETAILS XS -- ANCHOR xS ANCHOR XS ANCHOR ANCHOR BASE PLATE ANCHOR ---- - -- ANCHOR STRAP---------------- -- ----- TVP STRAP,TYP BRACKET - BRACKET PLATE BY SUPPLIER NP STRAP DESKFRAME ELEVATION SIDE VIEW SIDE VIEW NPICAL SHELF FRONT VIEW HALF GONDOLA SIDE VIEW AT HALF T-FRAME SIDE VIEW AT T-FRAME SIDE VIEW HALF T-FRAME SIDE VIEW HALF GONDOLA SUPER DUTY WALL OR FIXTURE FRAME WALL OR FIXTURE FRAME AT PHARMACY AT PHARMACY WALL END CAP SIDE VIEW SIDE VIEW AT WALL OR FIXTURE FRAME FULL GONDOLA SIDE VIEW FULL T-FRAME SIDE VIEW SALES FLOOR AND � IB F STORAGE AREA RACK ELEVATIONS TYPICAL GONDOLA, T-FRAME, PHARMACY T-FRAME AND END CAP SHELVING ELEVATIONS SHEET S r 3/16„=1'_0" 3171=1._0„ FXS 2 �3 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 A IMAGSURVEY DRONE:BINGFOOTAGE AND ESITE AND DEMOLITION LEGEND 0 SURVEY DRONE FOOTAGE O _� REFERENCE DETAIL SHEET ///IIIIIIIIIft o IMAGE DATE:06/2025 'm R OA EXISTING PEDESTRIAN CROSSING SIGN TO BE REMOVED. c o 3 o� o o M M. BO EXISTING STOP SIGN TO BE REMOVED. cc �- �---- _� ------------�� © EXISTING SIGN POST,BASE,AND BOLLARD BASE(WHERE APPLICABLE)TO BE REMOVED. UU GG O EXISTING SIGN POST AND BASE TO REMAIN.BOLLARD(WERE APPLICABLE)TO BE RE-PAINTED. EXISTING CROSSWALK STRIPING TO BE REMOVED 0 u j g o o�N R DL El I ��• � �- 1 F EXISTING YIELD PAVEMENT MARKING i0 BE REMOVED. la � C EXISTING CENTERLINE STRIPING TO BE REMOVED y I( F 8��w xry M V , O EXISTING CENTERLINE STRIPING TO REMAIN AND BE RE-PAINTED. U o o g z 12 I + Y I OJ EXISTING SOLID DOUBLE YELLOW STRIPING TO BE REMOVED. - - o-•. 1 - f AA ; 1 KO EXISTING STOP SIGN TO REMAIN. V TT v 1 * LO EXISTNG PEDESTRIAN CROSSING SIGN TO REMAIN. 0KITMM \ j� ' OMEXISTNG STOP BAR AND STOP TEXT PAVEMENT MARKING i0 BE REMOVED. B S HH C DD MM - 1 I .... D _ Yil r �I " t.s�i.,��� I�q� iI 6 V X' E D M I NO EXISTING ARROW PAVEMENT MARKINGS TO BE REMOVED. —r1 �� - X I " I W r • '•+1 A C CGG R Y _ N I 1 I �1 PO EXISTING FIRE LANE STRIPING TO REMAIN AND BE RE-PAINTED. r1 � ' IP r' • _ J r J �I J r r r Y % U EXISTING STOP SIGN TO BE RAISED TO MATCH CURRENT DETAILS/C411DELINES. IT P' �• I • 00 a J dill r .1 . J • r •) • i r• NEW STOP HERE FOR PEDESTRIANS"(R1-5B)SICK. .W, I I S NEW 30'20 STOP SIGN. di _ M;;$, f zx - r 1 _ CONTRACTOR TO REFERENCE CONTRACTOR TO REFERENCE * r O NEW 36°X36"STOP SIGN. � ;: 7s - SECP-2 AND EXPANSION PLANS 1 E I I SECP 2 AND EXPANSION PLANS' I FOR MORE DETAILS ASSOCIATED' 1 * O UO NEW SIGN MOUNTING AND BASE WITH BOLLARD. O -I FOR MORE DETAILS ASSOCIATED . r -- WITH EXISTING PICKUP AREA O O WITH EXISTING PICKUP AREA • WALMART - I PROPOSED = --------------�1 O O B o I � I • f • - • �' EXP A 1"1 , O NEW STOP TEXT AND STOP BAR PAVEMENT MARKINGS. SUPERCENTER f N SIGN QI, � W I 1 � w r r .b _ I OW NEW 4°WIDE PAINTED YELLOW STRIPES AT 45-®2'-0'O.C. � LJ e , I #03757-1000 r , - - - ,.. F' 1 NEW CROSSWALK MARKINGS-fi'MADE PAINTED WHILE STRIPING PARALLEL TO DIRECTION OF TRAFFIC AT 2'-0'O.C.AND L I • r I�+ � - L' I O (1)-8-WHITE STRIPE PERPENDICULAR ON BOTH ENDS UNLESS NOTED OTHERWISE ENTIRE CROSSWALK SHALL BE I(I[1\ � a r r r r 0 • RE-STRIPED. U�J E- di • Q P, LIMITS OF SEAL COAT. APPLY SEAL COAT OVER WHERE STRIPING AND PAVEMENT MARKINGS WERE REMOVED AND WHERE 1 1 O NEW STRIPING AND PAVEMENT MARKINGS WILL BE APPLIED. APPLY NEW STRIPING AND PAVEMENT MARKINGS OVER SEAL J I r r r r r - - 1 COAT. iiilll rl r J r r dJ �. r - I �l ZO NEW 4-WIDE PAINTED YELLOW STRIPES-6'LONG WITH 18'GAPS. 0 ~ 1 a Z A51+0I r r' . + }�- r .a - r • BB BB 1 AA NEW OPEN ARROW PAVEMENT MARKINGS. LL O S• r r:`' so It" F� F� �+ /� F� J GROCERY r CONTRACTOR TO REFERENCE ai� GM GARDEN T B C Z BB NEW SOLID ARROW PAVEMENT MARKINGS O I M o H a � I E ° ' B VESTIBULE SECP-I FOR MORE DETAILS VESTBLI I CENTER '�M i sl M T EE " un g N S M C •• ASSOCIATED WITH BFR 'rrSTBULE D Y _ ,� UU 6G CC NEW 4"WIDE DOUBLE SOLID YELLOW STRIPE. Z X 1 S V Wk HH U I I K CC GG DO fZT A DD NEW SIGN MOONING AND BASE WITH BREAK AWAY POST. mo . _ G D' "TT T O 1 X SUPERCENTER REMODEL EE NEW SIGN MOUNTING AND BASE WITH DOUBLE BREAK AWAY POSTS. 1 � 1 B R R L-. ---_- I FF NEW ARE LANE STRIPING. AA _- -■ - _ I - - - --------- J _ ® ISSUE BLOCK AA AA AA FF AA AA AA 1 GG EXISTING PAVEMENT MARKINGS/STRIPING TO BE REFRESHED. I GG 7 I �I ` GG'V i 1 •� HH EXISTING CTED IIA CONFLICT YA1H SIGNAGE. CONTRACTOR SHALL TRIM LANDSCAPING AS REQUIRED i0 CREATE -7nr p+�� ('�• '2 UNOBSIRUCIED NEW OF SICiAACf. IK Dy D I D GG j II DD I / JJ NEW"ONCOMING TRAFFIC DOES NOT STOP"PLAQUE. U V V (`J\ V V K 5 -- M DD• K 1 N N - N N I A N M II n KK NEW TRAFFIC FROM LEFT DOES NOT STOP'PLAQUE. NEW"TRAFFIC FROM RIGHT DOES NOT STOP"PLAQUE. aIW I a ^ MM NEW"CROSS TRAFFIC DOES NOT STOP'PLAQUE a 3 x NN EXISTING'PICK-UP'PAVEMENT MARKINGS TO BE REMOVED. EXISTING ISLAND STRIPING TO BE REMOVED. low 1 N a � 1 � x Im� 1 I QQ NEW OCP CROSSWALK MARKINGS. 1 I NEW CHANNELIZATION AT OCR DOOR. SEE DETAIL CHECKED BY: BOA CONTRACTOR TO REFERENCE _ ( ) 1 C 6 - • SS PROPOSED MUTW W-17 SPEED HUMP SIGN REF.PICKUP EXPANSION PLANS FOR DETAIL. DRAWN BY: NJG EXPANSION PLANS FOR MORE IrDETAILS ASSOCIATED WITH EXISTING PICKUP AREA '' - TT PROPOSED MUTCD'DO NOT ENTER SIGN'. PROTO CYCLE: - I O DOCUMENT DATE: 09/03/2025 UU PROPOSED MUTCD'ONLY'PAVEMENT MARKING. NDON 1 ` - - - - - - I r 44�w°wf NOTES TO CONTRACTOR ! Iu : . .b, ~ I ?a L / 1. BFR(BUILDING FRONTAGE ROAD) 1p OCR OUTER CIRCULATION ROAD ssr i - rfLT ( ) ONAL 09/03/2025 �• 2. CONTRACTOR SHALL INSTALL'NEW'STOP BARS,SIGNS,AND TEXT TO MATCH CURRENT K , + +^ i DETAILS AT THE LOCATIONS SHOWN ON THESE PLANS. 3. ALL SIGNS LOCATED ON THE BUILDING SIDE OF THE BFR SHALL BE INSTALLED ON A SINGLE M I + POST. M M `•' M M M M M N N N N N N N I . 4. PREPARE AND REPAINT PARKING LOT LIGHT POLE BASES AND REMOVE PREVIOUS M AA nn Q i OVERSPRAY ON PAVEMENT.IF LIGHT POLE BASE IS WITHIN A RAISED CURB AND OFFSET r Al v v v v v v v FROM BACK OF CURB(OR CONCRETE BUFFER)BY 3 FEET OR LESS,THE BASE SHALL BE AA AA AA AA AA AA 1 ' ' ` PAINTED/REPAINTED IF THE LIGHT POLE BASE IS OFFSET FROM BACK OF CURB(OR L �, CONCRETE BUFFER)BY MORE THAN 3 FEET,THE BASE SHALL NOT BE PAINTED UNLESS IT IS AA T ((v��((v�� I ' \1 ALREADY PAINTED IN EXISTING CONDITIONS.SEE ARCHITECTURAL SPECIFICATION SECTION r eE v BB 099000 FOR ADDITIONAL INFORMATION. OCR 5 T PREPARE AND REPAINT EXISTING SIGN POST BOLLARDS AND REMOVE PREVIOUS - I .A BB ----------�� — --- -- -------------- -------------- — �,. OVERSPRAY ON PAVEMENT. T ,�fiee }�.W. 1/ , {;� 'Mv / 6. THE STOP SIGNS AND MARKINGS PLAN IS NOT A SCALABLE DRAWING FOR SIGNAGE AND *\ I PAVEMENT MARKING PLACEMENT.CONTRACTOR SHALL REFER TO THE DETAILS FOR 43RD AVE. NE — CORRECT PLACEMENT OF SIGNAGE AND PAVEMENT MARKINGS. i \ 7. GENERAL CONTRACTOR SHALL TRIM EXISTING TREE BRANCHES THAT EXTEND INTO DRIVE AISLES AT A HEIGHT UNDER 12'. STOP SIGNS AND N MARKINGS PLAN GRAPHIC SCALE 50 0 25 50 100 200 SHEET: (IN FEET( SSM 1 1 Inch-50fl. 1 2 3 4 5 6 7 8 9 10 11 i I I E 9� A ao loon a m SUPERCENTER Ni #03757-1000 I I GG m o I GROCERY GM GARDEN — e B C VESTIBULE FLUSH CURB VESTIBULE CENTER M N B B M I z ws< ANNNWI4YYIWY`YY M IWWWWIIWWWW, o a�.+ C C B \ .GG 'p o obi pox =`�zEl El A I =€�z ow=gas . 0. O B7EUp cc ryo-.b A GG E D D GG cc oryJ•`, �`YI��Iw'Ny 1� p �}MpW ,,//yy N GG ,q N M ry M Lc ----—---- Qj M � -- M T T ry 1 "ST N a K .rR K °6j� YIN K � � D I K „jg "'"� p K 1 ��• M W I HH �4 1 v 1 CG K 1 1 1 HH CONTRACTOR TO REFERENCE I EXPANSION PLANS FOR MORE 1 DETAILS ASSOCIATED WITH PROPOSED PICKUP AREA C DEMOLITION PLAN 00 0 O O LJ O oo � z W p � Z �o 0 �p Q a rE-r� c a V z LLJ C\U CC I o � a o p l"l1JCaJ��C°1�� 000 � � I� BE a SUPERCENTER #03757-1000 GG BB I z GG i o SUPERCENTER REMODEL GROCERY GM T EE VESTIBULE VESTIBULE t' GARDEN ' e ISSUE BLocK CENTER V Y V FLUSH CURB � GG °GG CC • GG fl @ m., 177 R sU s , GG � °'. 7.33' E S . • DD OTYE. U U Z M 1 DD SS I t/TYP. DO GG Y ® / J TT — _ cc — — — GG _ _ _ Y X JT— ® M A AA GG GG AA AA AA —————T—— Y AA JJVI,L GG TYP Q /I•,11}��^�I1 U AA W c 1 GG HH - a ; CONTRACTOR TO REFERENCE I _ CHECKED BY: BDA EXPANSION PLANS FOR MORE = = DETAILS ASSOCIATED WITH i DRAWN BY: NJG 1 - PROPOSED PICKUP AREA PROTO CYCLE- IF SITE CONSTRUCTION PLAN DOCUMENT DATE: 09/03/2025 ON SITE AND DEMOLITION LEGEND .01 REFERENCE DETAILSHEET OMITS OF SEAL COAT. APPLY SEAL COAT OVER WHERE STRIPING AND PAVEMENT MARKINGS WERE REMOVED AND WHERE OA EXISTING PEDESTRIAN CROSSING SIGN TO BE REMOVED. OY NEW STRIPING AND PAVEMENT MARKINGS WILL BE APPLIED. APPLY NEW STRIPING AND PAVEMENT MARKINGS OVER SEAL F,{" COAT. `T�Oh'AL O EXISTING STOP SIGN To BE REMOVED. OZ NEW 4°WDE PAINTED YELLOW STRIPES-6'LONG WDI 18'GAPS. 09/03I2025 © EXISTING SIGN POST,BASE,AND BOLLARD BASE(WHERE APPUCABLE)TO BE REMOVED. AA NEW OPEN ARROW PAVEMENT MARKINGS. O EXISDNG SIGN POST AND BASE TO REMAIN.BOLLARD(WHERE APPLICABLE)To BE RE-PAINTED. BB NEW SOLID ARROW PAVEMENT MARKINGS. G OE EXISTING CROSSWALK STRIPING TO BE REMOVED. CC NEW 4°WDE DOUBLE SOLID YELLOW STRIPE. OF EXISTING YIELD PAVEMENT MARKING TO BE REMOVED. DD NEW SIGN MOUNTING AND BASE WITH BREAK AWAY POST. OG EXISTING CENTERUNE STRIPING TO BE REMOVED NOTES TO CONTRACTOR EE NEW SIGN MOUNTING AND BASE WITH DOUBLE BREAK AWAY POSTS. OH EXISDNG CENTERLINE STRIPING TO REMAIN AND BE RE-PAINTED. Q NEW FIRE LANE STRIPING. 1. REFERENCE SITE CONSTRUCTION PLAN FOR SITE SPECIFIC DIMENSIONS OF CROSSWALK STRIPING AND LOCATION OF SIGNAGE. OJ EXISTING SOLID DOUBLE YELLOW STRIPING TO BE REMOVED. cc EXISTING PAVEMENT MARKINGS/STRIPING TO BE REFRESHED. 2. PROVIDE A COMPREHENSIVE CONSTRUCTION PHASING PLAN FOR THIS WORK TO THE STORE MANAGER 7 DAYS PRIOR TO STARTING Q EXISTING STOP SIGN To REMAIN. EXIS ING VTSTBIUTY CONFUCT WTH SIGNAGE. CONTRACTOR SHALL TRIM LANDSCAPING As REQUIRED To CREATE ANY WORK.IT IS TO PROVIDE FOR DATE,TIMES AND DURATIONS OF LANE CLOSURES,TEMPORARY VEHICLE AND TRAFFIC CONTROL. HH UNOBSTRUCTED NEW OF SIGNAGE. Q EXISTING PEDESTRIAN CROSSING SIGN To REMAIN. NEW"ONCOMING TRAFFIC DOES NOT STOP"PLAQUE. 3. ALL EXISTING STRIPING AND PAVEMENT MARKINGS OR TEXT ALONG THE BFR(BUILDING FRONTAGE ROAD)SHALL BE REMOVED.GRIND JJ Q EXISTING STOP BAR AND STOP TEXT PAVEMENT MARKING TO BE REMOVED. OUT ANY DIRECTIONAL ARROWS OR STOP BARS/TEXT THAT ARE NOT CORRECTLY LOCATED ON OR INCONSISTENT WITH THE DETAILS KK NEW"TRAFFIC FROM LEFT DOES NOT STOP"PLAQUE. PROVIDED.APPLY SEAL COAT TO THE COMPLETE EXTENT THAT THE STRIPING OR TEXT HAS BEEN REMOVED IN A SINGLE COMPLETE Q EXISTING ARROW PAVEMENT MARKINGS TO BE REMOVED. RECTANGLE TO COVER ALL REMOVED STRIPING(DO NOT APPLY SEAL COAT OVER EXISTING STRIPING OR CONCRETE).INSTALL NEW H 0 NEW"TRAFFIC FROM RIGHT DOES NOT STOP'PLAQUE STRIPING AND SIGNAGE AS SHOW ON THE SITE CONSTRUCTION PLAN. © EXISDNG FIRE LANE STRIPING TO REMAIN AND BE RE-PAINTED. MM© EXISTING STOP SIGN TO BE RAISED TO MATCH CURRENT DETAILS/GUIDELINES. NEW'CROSS TRAFFIC DOES NOT STOP"PLAQUE. 4. ALL SIGNS LOCATED ON THE BUILDING SIDE OF THE BFR SHALL BE INSTALLED ON A SINGLE POST WITH BOLLARD. NN NEW°STOP HERE FOR PEDESTRIANS°(R1-3B)SIGN. EXISTING'PICK-UP'PAVEMENT MARKINGS TO BE REMOVED. 5. PREPARE AND REPAINT PARKING LOT LIGHT POLE BASES AND REMOVE PREVIOUS OVERSPRAY ON PAVEMENT.IF LIGHT POLE BASE IS ® WITHIN A RAISED CURB AND OFFSET FROM BACK OF CURB(OR CONCRETE BUFFER)BY 3 FEET OR LESS,THE BASE SHALL BE Qs NEW 30`X30°STOP SIGN. PP EXISTING ISLAND STRIPING To BE REMOVED. PAINTED/REPAINTED.IF THE LIGHT POLE BASE IS OFFSET FROM BACK OF CURB(OR CONCRETE BUFFER)BY MORE THAN 3 FEET,THE QQ NEW OGP CROSSWALK MARKINGS. BASE SHALL NOT BE PAINTED UNLESS IT IS ALREADY PAINTED IN EXISTING CONDITIONS.SEE ARCHITECTURAL SPECIFICATION SECTION DEMOLTI ON Q ryew 36"x36°STOP SIGN. 099000 FOR ADDITIONAL INFORMATION. AND RR NEW CHANNELIZADON AT OCR DOOR. SEE DETAIL. GRAPHIC SCALE SITE Q NEW SIGN Maurynryc AND epsE MAN FOULARD. NEW PREPARE AND REPAINT EXISTING SIGN POST BOLLARDS AND REMOVE PREVIOUS OVERSPRAY ON PAVEMENT, 30 0 15 30 60 '.20 /�+ OV NEW STOP TEXT AND STOP BAR PAVEMENT MARKINGS, SS PROPOSED MUTCD W-17 SPEED HUMP SIGN(REF.PICKUP EXPANSION PLANS FOR DETAIL). CONSTRUCTION Q 7. THIS PLAN IS NOT A SCALABLE DRAWING FOR SIGNAGE AND PAVEMENT MARKING PLACEMENT.CONTRACTOR SHALL REFER TO THE PLAN w NEW 4"WDE PAINTED YELLOW STRIPES AT 4s°®2'-0'Q.C. Q PROPOSED MUTCD"Do NOT ENTER SIGN°. DETAILS FOR CORRECT PLACEMENT OF SIGNAGE AND PAVEMENT MARKINGS. (IN FEET) I inch=30 D. NEW CROSSWALK MARKINGS-6'WDE PAINTED WINE STRIPING PARALLEL To DIRECTION OF TRAFFIC AT 2'-0'O.C.AND uu PROPOSED MUTCD"ONLY'PAVEMENT MARKING. 8. GENERAL CONTRACTOR SHALL TRIM EXISTING TREE BRANCHES THAT EXTEND INTO DRIVE AISLES AT A HEIGHT UNDER 12' O RE-STRIPED STRIPE PERPENDICULAR ON BOTH ENDS UNLESS NOTED OTHERWSE. ENTIRE CROSSWALK SHALL BE SHEET SECP-1 1 2 3 4 5 6 7 8 9 10 A Om� �o iinm amo ��noi 9 m M >m T " mo �sl �a9 � o o � Fz=ow���El B J wo\- eC3 d�F N N z ( AA � v P Y TT '.>.. • -e •:a .• • • • • • - S DD HH MM� •® D K HH B C� •� MM TYP. TYP. AA GG GG N% 0: ' s . .•. ^ •. •> '. ... ... '. a ,,.. e' ACC � ACC a I a : Y a , a� C�::D o LJ o W OO �A z T w� CONTRACTOR TO REFERENCE wLE TRACTOR TO REFERENCE Q L Q EXPANSION PLANS FOR ANSION PLANS FOR MORE DETAILS ASSOCIATED I E DETAILS ASSOCIATED E O NTH PICKUP AREA PICKUP AREA lJ lJ L�..I LJ LJ LJL�..I LJ l� O a°� lJ lJ L�..I LJ LJ LJL�..I LJ ll�� O u v Q a SUPERCENTER E SUPERCENTER m W �7 zc\U m #03757 1000 #03757-1000J a C�1��CaJL C)z- - - - �w SUPERCENTER I I SUPERCENTER I I o #03757-1000 I I #03757-1000 n u _ PROPOSED z EXPANSION W $ SUPERCENTER REMODEL II I w ISSUE BLOCK L.— — — — — — — — L.— — — — — — — — AA • 246 a I u I GARDEN GARDEN E CENTER CENTER DEMOLITION PLAN S TE CONSTRUCTION DEMOLITION PLAN S TE CONSTRUCT ON PLAN PLAN CHECKED BY: BOA DRAWN BY: NJG PROTO CYCLE: - F DOCUMENT DATE: 09/03/2025 4'woFO SITE AND DEMOLITION LEGEND .01 REFERENCE DETAIL SHEET O EXISTING PEDESTRIAN CROSSING SIGN TO BE REMOVED. OMITS OF SEAL COAT. APPLY SEAL COAT OVER WHERE STRIPING AND PAVEMENT MARKINGS WERE REMOVED AND WHERE OY NEW STRIPING AND PAVEMENT MARKINGS WILL BE APPLIED. APPLY NEW STRIPING AND PAVEMENT MARKINGS OVER SEAL COAT. NOTES TO CONTRACTOR ` L� O E%IS11NG STOP SIGN TO BE REMOVED. 09/03/ OZ NEW 4"WDE PAINTED YELLOW STRIPES-6'LONG WTIi 18'GAPS. 09/03I2025 © EXISTING SIGN POST,BASE,AND BOLLARD BASE(WHERE APPLICABLE)TO BE REMOVED. AA NEW OPEN ARROW PAVEMENT MARKINGS. 1. REFERENCE SITE CONSTRUCTION PLAN FOR SITE SPECIFIC DIMENSIONS OF CROSSWALK STRIPING AND LOCATION OF SIGNAGE. QD E%ISnNG SIGN POST AND BASE TO REMAIN.BOLLARD(WITERE APPLICABLE)TO BE RE-PAINTED. BB NEW SOLID ARROW PAVEMENT MARKINGS. 2. PROVIDE A COMPREHENSIVE CONSTRUCTION PHASING PLAN FOR THIS WORK TO THE STORE MANAGER 7 DAYS PRIOR TO STARTING OE EXISTING CROSSWALK STRIPING TO BE REMOVED. ANY WORK.IT IS TO PROVIDE FOR DATE,TIMES AND DURATIONS OF LANE CLOSURES,TEMPORARY VEHICLE AND TRAFFIC CONTROL. CC NEW 4"WDE DOUBLE SOLID YELLOW STRIPE. Q EXISTING HELD PAVEMENT MARKING ro BE REMOVED. 3. ALL EXISTING STRIPING AND PAVEMENT MARKINGS OR TEXT ALONG THE BFR(BUILDING FRONTAGE ROAD)SHALL BE REMOVED.GRIND DD NEW SIGN MOUNTING AND BASE WITH BREAK AWAY POST. OUT ANY DIRECTIONAL ARROWS OR STOP BARS/TEXT THAT ARE NOT CORRECTLY LOCATED ON OR INCONSISTENT WITH THE DETAILS OG EXISTING CENTERLINE STRIPING TO BE REMOVED EE NEW SIGN MOUNTING AND BASE WITH DOUBLE BREAK AWAY POSTS. PROVIDED.APPLY SEAL COAT TO THE COMPLETE EXTENT THAT THE STRIPING OR TEXT HAS BEEN REMOVED IN A SINGLE COMPLETE RECTANGLE TO COVER ALL REMOVED STRIPING(DO NOT APPLY SEAL COAT OVER EXISTING STRIPING OR CONCRETE).INSTALL NEW Q EXIS11Nc CENTERLINE STRIPING TO REMAIN AND BE RE-PAINTED. O NEW FIRE LANE STRIPING. STRIPING AND SIGNAGE AS SHOW ON THE SITE CONSTRUCTION PLAN. FF OJ EXISTING SOLID DOUBLE YELLOW STRIPING TO BE REMOVED. cc Exlsnec PAVEMENT MARKINGS/STRIPING To BE REFRESHED. 4. ALL SIGNS LOCATED ON THE BUILDING SIDE OF THE BFR SHALL BE INSTALLED ON A SINGLE POST WITH BOLLARD. OK EXISnNG STOP SIGN TO REMAIN. EXISTING MSIBIUTY CONFLICT WTH SIGNAGE. CONTRACTOR SHALL TRIM LANDSCAPING AS REQUIRED TO CREATE " UNOBSTRUCTED MEW of SIGNAGE. 5. PREPARE AND REPAINT PARKING LOT LIGHT POLE BASES AND REMOVE PREVIOUS OVERSPRAY ON PAVEMENT.IF LIGHT POLE BASE IS Q EXISTING PEDESTRIAN CROSSING SIGN To REMAIN. WITHIN A RAISED CURB AND OFFSET FROM BACK OF CURB(OR CONCRETE BUFFER)BY 3 FEET OR LESS,THE BASE SHALL BE d NEW"ONCOMING TRAFFIC DOES NOT STOP'PLAQUE PAINTED/REPAINTED.IF THE LIGHT POLE BASE IS OFFSET FROM BACK OF CURB(OR CONCRETE BUFFER)BY MORE THAN 3 FEET,THE Q EXIS11Nc STOP BAR AND STOP TEXT PAVEMENT MARKING To BE REMOVED. BASE SHALL NOT BE PAINTED UNLESS IT IS ALREADY PAINTED IN EXISTING CONDITIONS.SEE ARCHITECTURAL SPECIFICATION SECTION KK NEW"TRAFFIC FROM LEFT DOES NOT STOP"PLAQUE. 099000 FOR ADDITIONAL INFORMATION. ON EXISTING ARROW PAVEMENT MARKINGS TO BE REMOVED. H O E%ISnNG FIRE LANE STRIPING TO REMAIN AND BE RE-PAINTED. 0 NEW'TRAFFIC FROM RIGHT DOES NOT STOP'PLAQUE 6. PREPARE AND REPAINT EXISTING SIGN POST BOLLARDS AND REMOVE PREVIOUS OVERSPRAY ON PAVEMENT. P MM© Ezisnec STOP SIGN TO BE RAISED To MATCH CURRENT DETAILS/GUIDELINES 'CROSS TRAFFIC DOES NOT STOP"PLAQUE.NEs 7. THIS PLAN IS NOT A SCALABLE DRAWING FOR SIGNAGE AND PAVEMENT MARKING PLACEMENT.CONTRACTOR SHALL REFER TO THE NN EXISTING'PICK-UP'PAVEMENT MARKINGS TO BE REMOVED. DETAILS FOR CORRECT PLACEMENT OF SIGNAGE AND PAVEMENT MARKINGS. ® NEW°STOP HERE FOR PEDESTRIANS°(R1-5B)SIGN. PP s NEW 30'%30"sroP SIGN. EXISTING ISLAND STRIPING TO BE REMOVED. 8. GENERAL CONTRACTOR SHALL TRIM EXISTING TREE BRANCHES THAT EXTEND INTO DRIVE AISLES AT A HEIGHT UNDER 12' DEMOLTION QQ NEW OGP CROSSWALK MARKINGS. OT NEW 36"%36°STOP SIGN. AND OU NEW SIGN MOUNTING AND BASE MAN BOLLARD. RR NEW CHANNELIZADON AT OGP DOOR. SEE DETAIL. GRAPHIC SCALE SITE 30 0 15 30 60 '.2M /'+ OV NEW STOP TEXT AND STOP BAR PAVEMENT MARKINGS, SS PROPOSED MUTCD W-17 SPEED HUMP SIGN(REF.PICKUP EXPANSION PLANS FOR DETAIL). CONSTRUCTION (� PROPOSED MUTCD'b0 NOT ENTER SIGN-. (IN FEET) PLAN OW NEW 4"WIDE PAINTED YELLOW STRIPES AT 45'®2'-0"O.C. 7inch=30ft. NEW CROSSWALK MARKINGS-6'WDE PAINTED WHITE STRIPING PARALLEL TO DIRECTION OF TRAFHC AT 2.-0'O.C.AND UU PROPOSED MUTCD"ONLY'PAVEMENT MARKING. O RE-8'WHIOTE STRIPE PERPENDICULAR ON BOTH ENDS UNLESS NOTED OTHERMSE. ENURE CROSSWALK SHALL BE SHEET SECP-2 (SEE DIRERIOx AT SYMBOL) 3 p 9 TRAFFIC FROM LEFT a ....... o CROSS TRAFFIC DOES NOT STOP ONCOMING TRAFFIC W WIDTH - STO PSTO P _ wR-TURNING RADIUS WIDTH` R w I " 3 I R DOES NOT STOP DOES NOT STOP HERE _ .�W � � f FOR Fr �1 TRAFFIC FROM RIGHT wlINGDxrEDDxAB LLaE m DOES NOT STOP a rxLE ExDYELLDwR x aDDry aA K Ao oEa W `RETROREFLUE—) ^p Eo ap'I G EAaEp G NOPA KINGFIAE wHIELEGENDRFDRAiKDROUND SHEIPST wHDE E ErvDaEDRA x aDDxD R rxLL ExDYELLDwxrx"aDDrvD DPSYMBDL LACK RDREDEmYE, �w WHITE LEGEND Rl-1 cXaRouxo ew, 1PONA-ExI.snEEn RI-1 Rl-3P W4-4P W4-4g AaEELLID1MEo DalaE oars TYPE XI,sHEEiNc. rrPEXI,sREETNc. M rvPE X'SREErNe. eucx LEGEND cRouND rrPExI,sREErNo. R1-56 M �.cxE • 3 hu'^I w rCo DE "". D D D NDIRADE DIAMONDDRADE,5M "ry SHALL 36"X36"'STOP"SIGN 30'X30' STOP' SIGN DIAMDNSEETING AT HIGHWAY/STREET INTERSECTIONS WITHIN PARKING LOT ALL WAY"PLAQUE DIAM"D DE,5T CROSS TRAFFIC' PLAQUE LEFT/RIGHT TRAFFIC"PLAQUEAMx. D"� El wa-aA o FIRE LANE MARKING <=€N �� �< "ONCOMING TRAFFIC"PLAQUE "STOP HERE FOR PEDESTRIANS"SIGN .,., r.—TI—IRILN12n7/04 NOTESFIR : 1. WORD SAND ARROWS SHALL BE APPLIED NACCORDANCEWITH SECTION 3B.20 OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS. 2. THESE WORDS ARE TO BE PAINTED"RETROREFLECTIVE WHITE WITH GLA5S BEADS",PER SPECIFICATIONS,WHEN AT EXITS FROM PARKING LOT TO PUBLIC STREETS. "ONLY"PAVEMENT MARKING AS INDICATED ON PLANS %0 O O O LLI O P! F, + 36"X36'STOP SIGN OR"Rl-Sb" O O F�j z STOP HERE FOR PEDESTRIAN LLB p SIGN ASAP FORP PEDESTRIAN ATE I� Z G -0"MIN. 11� O Cl) p E- 0. 20 INGRESS FROM/EGRESS TO PUBLIC ROAD Z CC Q 4"WIDE DOUBLE ~~ 0 SOUDYELLOW STRIPE O N fee SOLID ARROW MARKINGS EXISTING CROSSWALK Fyl —w o O A INDICATEDO CTIVE O PAINTED"RETROREFLECTIVE WHITE" (n m z Z SOLID ARROW PAVEMENT MARKINGS m 0 °0/R/14 SIGN LOCATION WHEN STOP CONDITION AT END OF BUILDING ALONG BFR WITH CROSSWALK "STOP FOR PEDESTRIANS"SIGN SEE SUPERCENTER REMODEL' NOTE 3 BELOW(IF RELOCATION IS "STOP FOR PEDESTRIANS"SIGN-SEE REQUIRED,PAIR WITH LEADING NOTE 3 BELOW(IF RELOCATION IS TRANSVERSE LINE IN REQUIRED,PAIR WITH LEADING PARKING AISLE(OK EDGE OF CROSSWALK OR 9'FROM EDGE OF CROSSWALK OR 9'FROM ISSUE BLOCK THIS SIDE ONLY) EDGE OF DRIVE ISLE). EDGE OF DRIVE ISLE). w STOP SIGNS WITHIN 4'OFFSET EXISTING LANDSCAPE NO STOP SIGNS FROM DRIVE AISLE BFR(BUILDING FRONTAGE ROAD) ISLAND ITVP.) WITHIN4'OFFSET 9• • _ FRO DRIVE AISLE 0' 3 VARIES DEPENDING VARIES DEPENDING ON CURB RADIUS ON CURB RADIUS I I li (TIL)GE OF INTERSECTING (TYPE I r HERE FOR FIT SIN"STOP HERE FOR I� I `SEE INSET"A" PEDESTRIANS" 8"WHITE STRIPE �' `SEE INSET"B" 8'WHITE STRIPE SOC'N30'STOP AVEL RED RTAANS"SIGN 30"X30"STOP PEDESTRIANS'5IGN 5IGN NO SIGN WITHIN -- NO SIGN WITHIN 4'X9'AREA 4'X9'AREA I 8"WHITE STRIPE 8"WHITE STRIPE ,IfI� EXISTING ,IILy j o 00 6"WHITE Va RAMP(TYPT V 14"D.C. STRIPES NOSIGN ST ES 24" ' -0"MIN 1-0"mia! EXISTING EXISTING SIDEWALK WITHIN CROSSWALK ITVPJ TrvP.) "STOP FOR PENOTE DESTRIANS"SIG N- REA W WIDE DOUBLE "STOP FOR PEDESTRIANS" SIGN-SEE NOTE 3 BELOW SEE 3 BELOW - SOLDYELLOW ST (IF RELOCATION IS RIPE RELOCATION IS REQUIRED,PAIR SIGN LOCATION WHEN STOP CONDITION AT BFR WITH CROSSWALK ON PARKING LOT SIDE REQUIRED,PAIR WITH WITH LEADING EDGE OF LEADING EDGE OF CROSSWALK) CROSSWALK) E:T I CROSSWALK OFF-SET FROM CENTER OF VESTIBULE CROSSWALK OFF-SET FROM CENTER OF VESTIBULE 2a o"c oYP IPes CHECKED BY: BOA STOP SIGN LOCATION WHERE STOP BAR AND iRIPEDYP. TEXT CONFILTS WITH CROSSWALK MARKINGS "STOP FOR PEDESTRIANS"SIGN-SEE "STOP FOR PEDESTRIANS"SIGN DRAWN BY: NJG EAcn smEEj NOTES BELOW(IF RELOCATION IS NO STOP SIGNS WITHIN 4' -SEE NOTE 3 BELOW(IF HIS, PROTO CYCLE: - II rvoTEs. I �/xr/is REQUIRED,PAIR WITH LEADING EDGE NO STOP SIGNS OFFSET FROM DRIVE AISLE RELOCATION IS REQUIRED,PAIR OF CROSSWALK OR 9'FROM EDGE OF WITHIN 4' WITH LEADING EDGE OF Noce NOTE: DRIVE ISLE). OFFSET FROM CROSSWALK OR 9'FROM EDGE DOCUMENT DATE: 09/03/2025 ALL SIGNS LOCATED ON THE SIGNS SHALL HAVE DRIVE AISLE OF DRIVE ISLE). BUILDING SIDE OF THE BFR DIAMOND GRADE,ASTM ARE TO BE INSTALLED ON A TYPE XI,SHEETING. 61' 6 z. MAaxlxcswnxlrvvarvarEvaaxlucLorsxnuREVEarxlsDEraL. NOTES FOR SINGLE POST WITH SINGLE POST WITH BOLLARD. NOTESFORGNGLHALLCOE POST PLYWITKAW.DEPARAY : {l/ _ °d§y -- pON 1. ALLSIGNSSATION, FEDERAL HI U.S.HIGHWAY IMEM OF �p✓0 a, m[s[MAPS NcsAREiD RE PAIrvT[D anRDREFLLciN[wxBE. BOLLARD: AT INTERSECTIONS TRANSPORTATION,FEDERAL HIGHWAY ADMINISTRATION'S"MANUAL OF °O I ���OF W`�/ � li 1. U.S.DEPA MELCOMPLV WITH AT INTERSECTIONS UNIFORM TRAFFIC CONTROLIN A CORD NCEWIT CODES ANDT AS URER'CIFIED. / JO MOUNT 5IGNSTO POST IN ACCORDANCE WITH MANUFACTURER'S I SEEINSET"B" 0 3 TRANSPORTATEON,OFEDERA AT CROSSWALKS 36"STOP SIGN AT CROSSWALKS INSTRURIONS. MODIFIED MANU LOF AND As 5 AT INTERs6rnorvs 8"WHITE STRIPE �� WHITE STRIPE V SEE INSET"C" CROSSWALK MARKING HIGHWAY ADM INISTRATION "MANUALOF UNIFORM 2. GALVANIZEDSQUARETUBE W/LONGITUDINAL STRIPES TRAFFIC CONTROL DEVICES" NO SIGNS WITHIN NQ SIGN (MODIFIED) P05TTUBES-2"X2"129a 4'X9'AREA WITHIN SPECIFIED.MOUNTSIGNSTO ® ' ® P05T TUBE SHALL MEET ASTM A1011 GRADE 50. 8"WHITE STRIPE 8"WHI € ry POSTIN ACCORDANCE WITH OR NOTE: OR P05TTUBE GALVANIZED AS PER ASTM A653 GRADE 90. NJENE — , SIGNS GR DE, NFRE _ , OVALS MANUFACTURER'S ` DIAMOND GRADE,ASTM `-- 6"WHITE STRIPES p 6"WHITE STRIPE$ Dz/ss/za INSTRUCTIONS. `FOR TYPE%I,SHEETING. ANCHOR—' HEAVYDTYNC-ORTUBESHALL �� 24"O.C. 09/03/2025 HEAVY DUTY ANCHOR TUBE SHALL MEET ASTM A500 GRADE B. 24 Q.C. 2. GALVANIZED SQUARE TUBE SLRDCTURAL TUBE AND STEEL SHALL BE HOT DIP GALVANIZED PER 29"O.0 ASTM A123. POSTTUBES-2"X2"12ga GALVANIZED GALVANIZED "STOP FOR OPEN ARROW MARKINGS POSTTUBE SHALL MEETASTM GALVANIZED SQUARETUBE SQUARETUBE THE UPPER SIGNPOSTS HALL TELESCOPE INSIDE THE ANCHOR TUBE A PEDESTRIANS"SGN- AS INDICATED ONPLANS Al II GRADE 50. SQUARETUBE NOTE: NOTE: MINIMUM OF I2".THE ANCHOR TUBE SHALLBEAMINIMUM2]"DEEP "STOP FOR PEDESTRIANS"$IGN- PAINTED"WHITE" POST TUBE GALVANIZED AS PER THE MIN.HEIGHT OF _ THE MIN.HEIGHT OF WITH 3"MIN. EXPOSED ABOVE FINISH GRADE. SEE NOTE S BELOW(F SEE NOTE 3 BELOW(IF ASTM A653 GRADE 90. THE BOTTOM OFTHE _ THE BOTTOM OF THE RELOCATION IS RELOCATION IS REQUIRED,PAIR ED EST5IGN5HALL EDwESTSIGNSHALL REQUIRED,PAIR WITH WITH LEADING EDGE OF BE 7-W v BE]'-D' NOTE: LEADING EDGE OF USE 4"SCH.40 STEEL PIPE FILLED - SEE BREAK AWAY CROSSWALK) q" THE MIN.HEIGHT OF W/CONCRETE WITH TOP ROUNDED I SEE BREAK AWAY TUBE POST CROSSWALK) NOTES: AND PAINTED TRAFFICYELLOW - TUBE POT THE OF THE SLOPE TOP SLOPE TOP BE 7-0"SIGN SHALL CROSSWALK CENTERED ON VESTIBULE CROSSWALK CENTERED ON VESTIBULE SLOPETOP ( BE]'-0" 1. WORDACCORDANCE AND ARROWSWITH SECTION SHALL BE 3B.20 OF DIN OF CONCRETE OF CONCRETE OF CONCRETE GR.SACCORDANCE WITH SECTION OL DEVIF THE MANUAL NO STOP SIGNS ON UNIFORM TRAFFIC CONTROL DEVICES FOR PAVED SURFACE GROUND SURFACE GROUND SURFACE 5/16"GR.S65116" SERRATED SEE ADDITIONAL STREETS AND HIGHWAYS. 3500 P.S.I.P.C. FLANGED BOLTFLANGED NUT NO STOP SIGNS WITHIN 4' WITHIN 4'OFFSET ARISE NOTE"B"BELOW p a 3. OPEN ARROWSSHALL CONSIT OF A4"PERIMETER F _ a Pc. - 3 CONCRETE Bas VAR( S N VER NO STOP SIGNS WITHIN 4' VARIES OFFSET FROM DRIVE AISLE FROM DRIVE AISLE NE ER L SS IN PARKING LOT. A5E '.(. ^' "' - O LES THE N 9_ FROM DRIVE AISLE EVER LES �T AN 2. THESE WORDS ARE TO BE PAINTED"WHITE"WHEN w ONCRETE BASE wCONCRETEB 4 r' +>"'^ 0 12"0 O GROUND EDGE OF e� 11 11- suRFACE 4 I DR AISLE I �Y 4 1. STRIPE. 18 0 5,_u. '-' m e rrrrmmrr��A 4'-0�, PLAN VIEW PARTIAL ELEVATION W SINGLE POST WITH BOLLARD DOUBLE POST WITH BREAK AWAY POSTS SINGLE POST WITH BREAK AWAY POST SQUARE TUBE BREAK AWAY POST NO SIGN WITHIN NO SIAWITHIN I NO SIGN WITHIN 4'X9'AREA _ 4'X9'AREA___� 4'X9'AREA ) NEVER LESS THAN 9' LAYOUT PER STRI PI NG —� ------� NEVER LESS THAN 9' LAYOUT PER STRI PI NG (UNLESS STOP SIGN 15 USED) DETAIL,/SITE PLAN NEVER LASS THAN 9' CROSSWALK CROSSWALK NOTE"A"BELOW (UNLESS STOP SIGN IS USED) NEVER LESS THAN 9' (UNLESS STOP SIGN I5 USED) SEEADDITIONAL CROSSWALK LAYOUT4�E LAYOUT PER STRIPING DETAIL/SITE PLAN LEADING EDGE LEADING EDGE LEADING EDGE OPEN ARROW PAVEMENT MARKINGS GET SITE DETAIL/SITE PLAN (UNLESSSTOP SIGN IS USED) 44 4'-0' INSET"A"MODIFIED .• `• "STOP HERE FOR PEDESTRIAN"SIGN LOCATION INSET B INSET C" �_ WHEN LEADING EDGE OF CROSSWALK LANDS "STOP HERE FOR PEDESTRIAN"SIGN LOCATION "STOP HERE FOR PEDESTRIAN"SIGN LOCATION 4 C" 4'-0' r j - WHEN LEADING EDGE OF CROSSWALK IS BETWEEN DRIVE AISLE AND ACCESSIBLE PATH. WHEN LEADING EDGE OF CROSSWALK LANDS DTRLTUFNw/gene - _ d - ALIGNED WITH EDGE OF ACCESSIBLE PATH. BEFORE OR WITHIN DRIVE AISLE. No SIGNS SHALL BE NOTES: ADDITIONAL NOTES FOR INSET"C": T NO SIGNS SHALL RE LOCATED WITHIN 1. REFERENCE EACH VESTIBULE ON THE SITE PLAN FOR FINAL LAYOUT, i ' • W z ND SIGNS ND SIGNS SHALL BE LOCATED W(THIN A. F CROSSWALK LEADING EDGE IS LESS THAN LOCATED WITHIN LOCATED WITHIN a0 SHADED AREAS SHADED AREAS SHADED AREAS SHADED AREAS SHOWN I E DETAILS 30""STOP"SIGN DI M ENSIDNS AND SIGN LOCATION. HALF WAY ACROSS THE DRIVE AISLE,TH E M SHOWN IN DETAILS "STOP POST 2. SEE INSETS"A","B"AND"C"FOR SIGN LOCATION FOR EACH OF THE THREE CROSSWALK SIGN WILL LAG THE LEADING EDGE. STOP SIGNS SHOWN IN DETAILS SHOWN IN DETAILS "STOP"SIGN 'STOP FOR PEDESTRIAN"SIGN WITH BREAK AWAY OPTIONS. B. IF CROSSWALK LEADING EDGE IS BEYOND HALF "TOP"SIGN ONLY-ON ONLY-ON P05T 30""STOP'SIGN MOUNTED ON POST(ALLSIGNS EQUALTO POST AND STOP FOR PEDESTRIAN"SIGN ON PDT oR GREATER THAN 36"IN 3. ON LY RELOCATE SIGN POST IF OFFSET MORE THAN 9'FROM LEAD NG EDGE WAY ACROSS THE DRIVE AISLE,THE CROSSWALK "STOP FOR PEDESTRIAN"SIGN POST WITH BOLLARD WITH BOLLARD (ALLSIGNS EQUALTO OR GREATER TO POST WITH BREAK WIDTH SHALL REMOUNTED ON 36""STOP"5IGN ON POST WITH BOLLARD "STOP FUR PEDESTRIAN"5IGN AWAY POST sHqu BE INSTALLED OF CROSSWALK(EITHER SIDE IN EITHER DIRECTION)ALONG FRONT DRIVE. SIGN WILL LEAD THE LEADING EDGE. THAN ON POST SHALL BE POST WITH BOLLARD) ON POSTWITH PAVEMENT ON POST WITH BOLLARD MOUNTED ON POST WITH BOLLARD) INSTALLED ON POT WITH BOLLARD BOLLARD CURBED ISLAND-90° MARKINGS PAINTFOFNDCAP-so° PAINTED ENDCAP-9o° cuReFOISLAND-so° SIGN LOCATION AND VESTIBULE CROSSWALK STRIPING SIGN LOCATIONS PARKING SIGN LOCATIONS-60°PARKING SIGN LOCATIONS-90°PARKING SIGN LOCATIONS-6o°PARKING (APPLICABLE TO STRIPED OR RAISED ISLANDS BASED ON SITE CONDITIONS) DETAILS SIGN MOUNTING AND BASE MODIFIED SHEET: SHEET 1 m� p �o Imo AIIIIII am A so �w of THE OxrvE LUNE arsLE S10STOPPSIGN / . of THE DxrvEarsLE F� a�3w-BE04�/00 oFTCOVRI I,L oFiHEoaLI-G 0 ON OR S10P =TDP=IGN,T�, 60°PARKING-ONE-WAY DRIVE AISLE 60°PARKING-TWO-WAY DRIVE AISLE 3R 'A IN>WnAYErnaNs 60°PARKING-ONE-WAY DRIVE AISLE 60°PARKING-TWO-WAY DRIVE AISLE zePN"�a �fr`,�a P�E��HO ; OR trtE��HG S,NPV O SJLPJ'' 330'WITIFIN PARKING LOT 0"MIN. STOPSIG GSTOP BARE�EOPGVAR b. O O a O O LJ O TITUE OF THE DRIVE AISLE OFTHC ORIV"LC O O z Lo J Lo LJ S10P S10P � C) o a� zw m STOP SIGN THE UNFTFIE WIDTH THE INI BE HH E� a �z DRIVE _ :2 NDTE. ELLJ e01 DRIVE AISLE - e NDTE. ACCORWORGDANCE ANCEWITHHALLRNSFEE AN pgogccaWORDS `LINESWITH A NSFLAGAI ROKEwDT o PED S P 90°PARKING 0 90°PARKING ° WIDTH mP," .) ONAN z 0 \ oN ORIVETAISE j \ ONORV'use/ Sw�rF om raxxwG wIro PueucAT ONP TAUPE�ABSHOWN SRE om enxtws oTroPueucAi 4'WIDE LC111 SOLID oNP rFRUPE(ASSHOWN SUPF.RCENTER REMODEL' ANSI urvs STOP PAVEMENT MARKINGS-PARKING LOT STOP PAVEMENT MARKINGS-PARKING LOT CENTERLINEOE60°PARKING-ONE-WAY DRIVE AISLE 60°PARKING-ONE-WAY DRIVE AISLE WHERE INTERSECTING DRIVES ARE NOT AT 90° DRIVE AISLE rvJo-WAv WHERE INTERSECTING DRIVES ARE NOT AT 90° Dr AISLE Two-way ISSUE BLOCK WITH STOP SIGN WITHOUT STOP SIGN (AS SHOWN ON PLANS) SEE PLAN (AS SHOWN ON PLANS) SEE PLAN oTFE"NT1RU To THE C IN INTER UN S10P a�.MIN S10P 60°PARKING-TWO-WAY DRIVE AISLE 60°PARKING-TWO-WAY DRIVE AISLE VICE BAR sroP BAR ExTErv°s LOT" TIC x DRIVE r P N DRIVE aIsa of THE°Rive AISLE rorsGN OF THE DnrvEalsLe DvslGn of THE onlve alsLE THE oarveaaLE Rl� 5CHECKED BY: BOA OFo G oF�DR DRAWN BY: NJG 91 TE"ONDCENTERED TEENTERIVEAISLE aMIN S10P ONDRIVEAIRED SLE - PROTO CYCLE: DOCUMENT DATE: 09/03/2025 60°PARKING-TWO-WAY DRIVE AISLE 60°PARKING-ONE-WAY DRIVE AISLE 60°PARKING-TWO-WAY DRIVE AISLE 60°PARKING-ONE-WAY DRIVE AISLE 4'woFo 90°PARKING 90°PARKING �'K a TOP BAR F�OAO OPAM �EDGE OF CROSSWALK OR INTERSECTING TRAVEL WAY EDGE OF CROSSWALK OR INTERSECTING TRAVEL WAY �° k %606 A, A, pp c p� Rre� 't�ONnL� STOP BAA 'v STOP BARS a � 0, 09/03/2025 PLANSIPE HD .. „ NTERSECTIDNS o YEwow° �s'°INN � STEP oRa E`E"E` .ELSTOP �I.E�NL STOP SIGN mPi WIDE DouRLE S OF wav�srREEr ONIPE Has slHowN ON curve) 9 30MO WITHIN PARKING LOT S OF THE DRIVE AISLE 4 4STOP SIGN P O NDTE NOTE 3ax w:�'PARKING S10P S10P 3E.ATHIGHWAY/5TREET D.MIN. AN. RALL11 HALLLG 3L20 OF THE MANUAL ON'NI'.'M NOTE: NOTE', REAPILIEDIN P. z, NIA RI RE reD a z. TED 90°PARKING z. 90°PARKING ETA FREE CTA .... .LEFT T' ....."C"W"T'WITH TRAFFIC CONTROL DEVICES FOR STREETS TRAFFIC CONTROL DEVICES FOR S PER INEC I CAT WHEN AT STROKE WIDTH AND HIGHWAYS STECKE WIDTH AND HIGHWAYS PARKING LOT TOTHE MANUAL ON UNIFORM 3B,2D OF THE MANUAL ON UNIFOFMI PER 1— PUBLIC EYF FRROM PARKING LOTTO PUBLIC z. TE° :. PAINTED ouvLE�osHowN BTREETE. °UPeiA�s owN ARRIPICK TwoWAY TwowAv oNP NST LVONNLANIST DRIVE ArsLE 11-TAISLE DRIVE A SEE DRIVE AISLE STOP PAVEMENT MARKINGS-PARKING LOT STOP PAVEMENT MARKINGS-PARKING LOT STOP PAVEMENT MARKINGS-PARKING LOT STOP PAVEMENT MARKINGS-PARKING LOT WHERE INTERSECTING DRIVES ARE AT 90° WHERE INTERSECTING DRIVES ARE AT 90° WHERE INTERSECTING DRIVES ARE NOT AT 90° WHERE INTERSECTING DRIVES ARE NOT AT 90° WITH STOP SIGN WITHOUT STOP SIGN WITH STOP SIGN WITHOUT STOP SIGN (AS SHOWN ON PLANS) (AS SHOWN ON PLANS) (AS SHOWN ON PLANS) (AS SHOWN ON PLANS) STOP SIGNS AND PAVEMENT MARKINGS DETAILS SHEET: SHEET 2 SITE DEMOLITION SPECIFICATION PAVEMENT MARKINGS SPECIFICATION TRAFFIC SIGNS AND SIGNALS SPECIFICATION PART1-GENERAL PART1-GENERAL PART1-GENERAL C a$ �o //IEI\\ 9 o 1.1 SUMMARY 1.1 SUMMARY 1.1 SUMMARY \\��rii m A. Section Includes: A. Section Includes: A. Section Includes: I o I 1. Demolition of structures,paving,and utilities. 1. Painting and marking of pavements,curbs,and guard posts(bollards).. 1. Traffic control signs. 2. Patching and filling voids created as a result of removals or demolition. B. Related Requirements: 1.2 REFERENCES 1. Section 09900-Painting. Painting for painted posts where shown on the Drawings. 1.2 REGULATORY REQUIREMENTS A. The publications listed below form a part of this specification to the extent referenced. Publications are referenced within the text by the basic designation 1.2 REFERENCES A. Compliance with all laws,including Safety Laws,Environmental Laws,Stormwater Laws and Worker Verification Laws as well only. 4h ti w as requirements found within the Contract Documents and these Specifications,that pertain to Safety Compliance,Environmental B. American Association of State Highway and Transportation(AASHTO): A. The publications listed below form a part of this specification to the extent referenced.Publications are referenced within the text by the sww�a� Compliance,Stormwater Compliance and Worker Verification Compliance. Obtain required permits and licenses from 1. AASHTO M247-Glass Beads Used in Traffic Paints basic designation only. r w g Z5 a o n appropriate authorities. Pay associated fees including disposal charges. 2. AASHTO M248-Ready-Mixed White and Yellow Traffic Paints B. ASTM International(ASTM): w B. Notify affected utility companies before starting work and comply with their requirements. C. Master Painter's Institute(MPI): 1. ASTM A53-Pipe,Steel,Black and Hot Dipped,Zinc Coated Welded and Seamless. C. Do not close or obstruct public or private roadways,sidewalks,or fire hydrants without appropriate permits or written 1. MPI 32-Traffic Marking Paint,Solvent Based. 2. ASTM C94-Ready Mix Concrete J w authorization. 2. MPI 97-Traffic Marking Paint,Latex. 3. ASTM D4956-Retroreflective Sheeting for Traffic Control. D. If hazardous,contaminated materials or other environmental related conditions are discovered,stop work immediately and notify D. ASTM International(ASTM): C. US Department of Transportation,Federal Highway Administration: the Wal-Mart Construction Manager for action to be taken. Do not resume work until specifically authorized by the Construction 1. ASTM D4414- Standard Practice for Measurement of Wet Film Thickness by Notched Gauges. 1. Manual on Uniform Traffic Control Devices(MUTCD). W-R H Manager. E. Federal Specifications(FS): 1. FS A-A-2886-Paint,Traffic,Solvent Based (supersedes FS TT-P-85 and FS TT-P-I15,Type I) PART 2-PRODUCTS 1.3 PROJECT CONDITIONS 2. FS TT-B-1325-Beads(Glass Spheres)Retro-Reflective 3. FS TT-P-1952-Paint,Traffic And Airfield Marking,Waterbome 2.1 SIGNS A. Conditions existing at time of inspection for bidding purposes will be maintained by Owner as reasonably practical. B. Unless otherwise indicated in Contract Documents or specified by the Owner,items of salvageable value to Contractor shall be 1.3 PROJECT CONDITIONS A. Conform to US Department of Transportation MUTCD.Sign classification,type,size,and color shall be as shown on the drawings removed from site and structures. Storage or sale of removed items on site will not be permitted and shall not interfere with other B. Retroreflectivity:Microprismatic type,diamond grade reflective sheeting conforming to ASTM D 4956,Type XI. work specified. A. Maintain access for vehicular and pedestrian traffic as required for other construction activities. Utilize flagmen,barricades,warning signs,and warning lights as required. 2.2 POSTS PART 2-PRODUCTS PART 2-PRODUCTS A. Square Post: Square tubular steel sign post,galvanized,12 ga,perforated full-length with 7/16 inch holes on four sides. Post size shall 2.1 FILL MATERIALS be as shown on the Drawings. 2.1 MATERIALS B. Steel Pipe: ASTM A 53,Type E(electric-resistance welded)or Type S(seamless),Grade B,Schedule 40,size as shown on the A. Fill material shall be aggregate fill materials consisting of stone,gravel,or sand free from debris,trash,frozen materials,roots, Drawings. and other organic matter. A. Paint shall be waterborne or solvent home,colors as shown or specified herein. Pavement marking paints shall comply with applicable state and local laws enacted to ensure compliance with Federal Clean Air Standards. Paint materials shall conform to the restrictions of the local Air Pollution Control District. 2.3 CONCRETE %O O O 2.2 CONCRETE B. Waterborne Paint: Paints shall conform to FS TT-P-1952 and have MPI 97 approval. O O w O C. Solvent Borne Paint: Paint shall conform to FS A-A-2886 or AASHTO M248 and have MPI 32 approval. Paint shall be non bleeding,quick drying,and A. Mix concrete and deliver in accordance with ASTM C 94. ( O � z A. Mix concrete and deliver in accordance with ASTM C 94. alkyd petroleum base paint suitable for traffic bearing surface and be mixed in accordance with manufacturer's instructions before application for colors B. Design mix to produce normal weight concrete consisting of Portland cement,aggregate,water reducing admixture,air entraining n B. Design mix to produce normal weight concrete consisting of Portland cement,aggregate,water reducing admixture, White,Yellow,Blue,and Red. admixture,and water to produce following: w Ln air entraining admixture,and water to produce following: D. Glass Beads:AASHTO M 247,Type 1 or FS TT-B-1325,Type 1,Gradation A. 1. Compressive Strength: 3,500 psi,minimum at 28 days,unless otherwise indicated on the Drawings. w 1. Compressive Strength: 3,500 psi,minimum at 28 days,unless otherwise indicated on the Drawings. 2. Slum Range:1 to 3-inches at time of placement Z F-- 2. O F P P Y g PP O n o Slump Range:1 to 3-inches at time of placement PART 3-EXECUTION 3. Air Entrainment: 5 to 8 percent �U1��JJ � z 3. Air Entrainment: 5 to 8 percent w 3.1 EXAMINATION PART 3-EXECUTION Z Z PART 3-EXECUTION A. Examine the work area and correct conditions detrimental to timely and proper completion of the work. Do not proceed until unsatisfactory conditions are 3.1 PREPARATION z 3.1 PREPARATION corrected. O o LLJ A. Field verify underground utilities prior to sign installation. Primary utilities of concern of shallow depths are lawn sprinkler systems, O� X A. Provide,erect,and maintain erosion control devices,temporary barriers,and security devices at locations indicated on 3.2 PREPARATION electric,telephone,fiber optic,cable and gas. Construction Drawings. Provide a comprehensive construction phasing plan for this work to the store manager 7 days prior to o m starting any work. It is to provide for dates,times and duration of lane closures,temporary vehicle and pedestrian traffic control. A. Sweep and clean surface to eliminate loose material and dust. 3.2 INSTALLATION z B. Protect existing landscaping materials,appurtenances,and structures,which are not to be demolished. Repair damage to existing B. Where existing pavement markings are indicated on Construction Drawings to be removed or would interfere with adhesion of new paint,a motorized abrasive m items to remain caused by demolition operations. device or soda blasting shall be used to remove the markings. Equipment employed shall not damage existing paving or create surfaces hazardous to vehicle A. Install signs as shown on the Drawings and in accordance with MUTCD and manufacturer's instructions. C. Prevent movement or settlement of adjacent structures. Provide bracing and shoring as necessary. or pedestrian traffic. B. Install signs of the type and at locations shown on the Drawings. sUEncsxTEn eeboner D. Mark location of utilities. Protect and maintain in safe and operable condition utilities that are to remain. Prevent interruption of C. Install posts of the type as shown on the drawing. existing utility service to occupied or used facilities,except when authorized in writing by authorities having jurisdiction. Provide 3.3 CLEANING EXISTING PAVEMENT MARKINGS D. Where shown as painted,field paint steel pipe posts in accordance with Section 09900. ISSUE BLOCK temporary services during interruptions to existing utilities as acceptable to governing authorities and Owner. E. For work on operating Walmart sites,prior to any underground excavation,contractor is expected to obtain current and A. Remove existing pavement markings which are in good condition but interfere or conflict with the newly applied marking patterns and as noted on plans. END OF SECTION representative underground utility plans from Walmart for private utilities that are not located by others. This is specifically Deteriorated or obscured markings that are not misleading or confusing or do not interfere with the adhesion of the new marking material do not require intended to provide approximate locations for Walmart private utilities including water,sewer,electrical,telephone and data removal. Conduct grinding,soda blasting or other operations in such a manner that the finished pavement surface is not damaged or left in a pattern that is services. misleading or confusing. Use dust collection system when removing existing pavement markings. Comply with the requirements of Section 01351 F. Notify adjacent property owners of work that may affect their property,potential noise,utility outages,or other disruptions. Regulatory Compliance Supplement for management and disposal of hazardous wastes. Obtain written permission from adjacent property owners when demolition equipment will traverse,infringe upon,or limit access to their property. Coordinate notice with Owner. 3.4 APPLICATION 3.2 GENERAL DEMOLITION REQUIREMENTS A. Apply two coats of same color of paint as specified below,at manufacturer's recommended rate,without addition of thinner,with maximum of 100 square feet per gallon or as required to provide a minimum wet film thickness of 15 mils and dry film thickness of 7'/z mils per coat. Paint shall be applied for a total dry A. Conduct demolition to minimize interference with adjacent structures or pavements to remain. film thickness of 15 mils. Apply with mechanical equipment to produce uniform straight edges. At sidewalk curbs and crosswalks,use straightedge to ensure SEAL COAT SHALL BE APPLIED WHERE EXISTING MARKINGS ARE REMOVED. B. Cease operations immediately if adjacent structures appear to be in danger. Notify authority having jurisdiction. Do not resume uniform,clean,and straight stripe. operations until directed by authority. B. Install pavement markings according to manufacturer's recommended procedures for the specified material. SMALL PROJECT SEAL COAT SPECIFICATION: C. Conduct operations with minimum of interference to public or private access. Maintain ingress and egress at all times other than C. Following items shall be painted with colors noted below: in specific areas where work is in progress. 1. Pedestrian Crosswalks: White IN GENERAL: D. Sprinkle work with water to minimize dust. Provide hoses and water connections for this purpose. 2. Exterior Sidewalk Curbs and Guard posts: Yellow E. Comply with governing regulations pertaining to environmental protection. 3. Exterior Light Pole Bases: Yellow(unless otherwise noted on Construction Detail). CHECKED BY: BOA F. Clean adjacent structures and improvements of dust,dirt,and debris caused by demolition operations. Return adjacent areas to 4. Fire Lanes: Red or per local code. CRACK FILLING AND OIL SPOT TREATMENTS ARE NOT REQUIRED PRIOR TO SEAL COAT. OTHER THAN condition existing prior to start of work. 5. Lane Striping where separating traffic moving in opposite directions: Yellow. THESE EXCEPTIONS,PREPARE AND CLEAN AREA TO BE SEAL COATED CONSISTENT WITH DRAWN BY: NJG 6. Lane Striping where separating traffic moving in the same direction: White. MANUFACTURER'S INSTRUCTIONS AND SPECIFICATION. PROTO CYCLE: - 3.3 DEMOLITION 7. ADA Symbols: Blue or per local code. DOCUMENT DATE: 09/03/2025 8. ADA parking space markings as shown on the drawings. APPROVED MATERIALS: A. Demolish site improvements designated to be removed as shown on the drawings. Site improvements shall include but not be 9. Parking Stall Striping: Yellow,unless otherwise noted on Construction Drawings. limited to structures,foundations,pavements,curbs and gutters,drainage structures,utilities,signage or landscaping. 10. Associate Parking Area:White,unless otherwise noted on Construction Drawings. 1) STAR PRODUCTS Q3�DON B. Disconnect and capor remove utilities to be abandoned as shown on the drawings. D. Apply lass beads at pedestrian crosswalk striping and at lane striping and arrows at driveways connecting to public streets.Broadcast lass beads MICRO-PAVE PRO-BLEND WITH ADDED SAND g PPYg P P g P g Y g P g � a C. Fill or remove piping and appurtenances as shown. uniformly into wet markings at a rate of 6 lb/gal. SINGLE COAT D. Demolish concrete and masonry in small sections. Break up concrete slabs_on grade that are 2-feet or more below proposed ' subgrade to permit moisture drainage. Remove slabs-on-grade and below grade construction within 2-feet of proposed subgrade. 3.5 FIELD QUALITY CONTROL 2) SEAL MASTER ,%606 POLYMER MODIFIED MASTERSEAL WITH ADDED SAND `ass s 3.4 PATCHING A. Field quality control shall be the responsibility of the Contractor. Field quality control testing and inspection shall beat the discretion of the Contractor as SINGLE COAT 'Al necessary to assure compliance with Contract requirements. 09/03/2025 A. Where improvements are removed from paved areas,pavements shall be sawcut in straight lines at the perimeter and patched. 3) GEM SEAL BLACK DIAMOND XL Damaged pavement adjacent to removed improvements shall also be removed and patched. 3.6 CLEANING WITH ADDED SAND B. Pavement patches shall be paved with minimum 6"concrete,broom finished and flush with adjacent grades. SINGLE COAT A. Waste materials shall be removed at the end of each workday. Upon completion of the work,all containers and debris shall be removed from the site. Paint 3.5 FILLING VOIDS spots upon adjacent surfaces shall be carefully removed by approved procedures that will not damage the surfaces and the entire job left clean and acceptable. MATERIALS IDENTIFIED IN SPECIFICATION SECTION 02787 CAN BE USED.COAL TAR BASED SEAL COAT A. Completely fill below grade areas and voids resulting from demolition or removal of structures,etc.,using aggregate fill materials END OF SECTION MATERIALS IN ANY FORM ARE PROHIBITED. consisting of stone,gravel,or sand free from debris,trash,frozen materials,roots,and other organic matter. B. Areas to be filled shall be free of standing water,frost,frozen or unsuitable material,trash,and debris prior to fill placement. C. Place fill materials in lifts not to exceed 6 inches loose measure and compacted to 95 percent of maximum laboratory density per ASTM D698 with moisture content of not less than 1 percent below and not more than 3 percent above optimum moisture content. D. Grade surface to match adjacent grades and to provide flow of surface drainage after fill placement and compaction. 3.6 DISPOSAL OF DEMOLISHED MATERIALS A. Remove from site debris,rubbish,and other materials resulting from demolition operations. Leave areas of work in clean condition. B. No burning of any material,debris,or trash on site or off site will be allowed. C. Transport materials removed from demolished structures with appropriate vehicles and dispose off-site to areas that are approved for disposal by governing authorities and appropriate property owners. END OF SECTION SPECIFICATIONS SHEET SHEET: CSS-1 SEAL COAT SPECIFICATION 2.3 EQUIPMENT PART 1-GENERAL A. Distributors. Distributors or spray units used for the spray application of the seal coat shall be self-propelled and capable of uniformly O o 1.1 SUMMARY applying 0.10 to 0.30 gallons per square yard of material over the required width of application. Distributors shall be equipped with loon - o tachometers,pressure gauges,and volume measuring devices.The mix tank shall have a mechanically powered,full sweep,mixer with P g g g YP R �>m A. Section Includes: sufficient power to move and homogeneously mix the entire contents of the tank. y I o o I 1. Seal coats using a polymer-modified asphalt emulsion blended with fine aggregate. B. Spray Nozzles. Nozzles shall be free from clogs and debris and set at the same angle. g r= B. Related Requirements: C. Mixing Equipment. The mixing machine shall have a continuous flow mixing unit capable of accurately delivering a predetermined 1. Site Demolition Specification proportion of aggregate,water,and emulsion,and of discharging the thoroughly mixed product on a continuous basis. The mixing unit 2. Pavement Markings Specification shall be capable of thoroughly blending all ingredients together and discharging the material without segregation. 3. Traffic Signs and Signals Specification D. Spreading Equipment. Spreading equipment shall be a mechanical type squeegeeibrush distributor attached to the mixing machine, equipped with flexible material in contact with the surface to prevent loss of slurry from the spreader box. It shall be maintained to o a w o 1.2 REFERENCES prevent loss of slurry on varying grades and adjusted to assure uniform spread. There shall be a lateral control device and a flexible strike < off capable of being adjusted to lay the slurry at the specified rate of application. The spreader box shall have an adjustable width. The e F o w==€ A. The publications listed below form a part of this specification to the extent referenced.Publications are referenced within the text by the box shall be kept clean.Emulsion and aggregate build up on the box shall not be permitted. o € a basic designation only. E. Clean equipment with a petroleum solvent if previously used with a different material.g YP P Y o ��ww�ts�N�s B. ASTM International(ASTM) F. Hand Squeegee or Brush Application. Hand spreading application shall be used only in places not accessible to the mechanized w aJw�F equipment or to accommodate neat trim work at curbs,etc. Material that is applied by hand shall meet the same standards as that applied 1. ASTM C 136-Method of Sieve Analysis of Fine and Coarse Aggregate by machine. F w 2. ASTM D 217-Method for Cone Penetration of Lubricating Grease G. Calibration.Spreading equipment shall be provided with a method of calibration by the manufacturer.Equipment shall be calibrated to -< o w o a 3. ASTM D 244-Test Methods for Emulsified Asphalts assure that it will produce and apply a mix that conforms to the job mix formula.Calibrations shall be made with the approved job 4. ASTM D 562-Method for Consistency of Paints Measuring Krebs Unit(KU)Viscosity Using a Stormer-Type Viscometer materials prior to application of the seal coat. 5. ASTM D 977-Emulsified Asphalt 6. ASTM D 2397-Cationic Emulsified Asphalt 2.4 PREPARATION 7. ASTM D 2042-Method for solubility of Asphalt Materials in Trichloroethylene 8. ASTM D 3910-Practice for Design,Testing,and Construction of Slurry Seal A. Remove all existing striping in areas subject to seal coating as noted in plans. Reference applicable specification section in Site 9. ASTM D 6690-Joint and Crack Sealants,Hot Applied,for Concrete and Asphalt Pavements Demolition. B. Remediate distressed areas of existing pavement by saw-cutting and removing existing pavement,regrading and compacting the 1.3 ADMINISTRATIVE REQUIREMENTS underlying base course and replacing with full depth asphalt at locations and as shown on the drawings. 1. Repairs not specifically shown on the plans but considered necessary by the contractor,store manager or construction manager(CM) A. Pre_installation Meeting:Convene a pre_installation meeting at the site at least two weeks prior to commencing work of this Section. shall be identified and submitted as an RFI to the project team prior to commencement of repairs. Require attendance of parties directly affecting work of this Section,including,but not limited to,the store manager,Contractor,and job 2. Repairs submitted by RFI and approved shall be performed as directed by the CEC. Cost for such work directed and performed will foreman. be paid for in accordance with the"Changes in the Work"Clause of the General Conditions. 1. Contact Wal-Mart Construction Manager three weeks prior to pre_installation conference to confirm schedule. C. Longitudinal and traverse cracks in excess of 0.25 inch,but less than 1 inch shall be sealed with a crack sealant.Cracks that contain weed 2. Record discussions of meeting and decisions,agreements reached,and furnish copy of record to each parry attending.Review or other live vegetable matter shall be treated with a locally approved,non-oil based sterilant prior to applying the crack filler. foreseeable methods and procedures related to paving work,including the following: D. Existing crack sealants in the parking lot shall be evaluated for compatibility with the specified emulsion. If not compatible with each O O O a. Review preparation and installation procedures and coordinating and scheduling required with related work(including all other they can't be used together.Immediately prior to applying the seal coat,the surface shall be cleared of all loose material,dirt,dust, O required striping). grease,oil,vegetation and other objectionable material. If water is used,cracks shall be allowed to thoroughly before applying the O O w O g J �Y gh Y O O z b. Review proposed sources of materials. seal coat. C. Tour,inspect,and discuss condition of existing pavement and other preparatory work such as patching and crack sealing. If E. Protect existing manholes,inlets,vaults,valve boxes,meter boxes,etc.as necessary to maintain free accessibility upon completion of seal '� ~in crack sealing is needed(reference section 2.4.0 below)or other areas of pavement distress are noted during tour,submit coat application. Surfaces adjacent to seal coat application areas such as sidewalks,curb and/or gutter,storefronts,etc.shall be protected r appropriate RFI to project team for review. by use of felt paper anchored with clean aggregate,or by shielding components with plywood during application. Z c d. Review requirements for protecting paving work,including restriction and redirection of traffic during installation and curing F. Coordinate limits of seal coat application operations with Owner's Construction Manager and Store Manager to avoid interruption to store (0O c) a period. operations. Protect adjacent areas of the parking lot outside of current seal coat application limits to avoid tracking onto adjacent areas. N c:i oY a LLJ e. Review and finalize construction schedule and verify availability of materials,installer's personnel,equipment,traffic control Partition off limits of current seal coat operations until surface is traffic ready. N Ep devices,and facilities needed to make progress and avoid delays. G. Coordinate with Store Manager to deactivate lawn sprinkler systems least 48 hours prior to placing the seal coat and remain off for at Z r f. Review paving requirements(drawings,specifications,and other contract documents). least 24 hours after the seal coat application. 0 a z g. Review weather and forecasted weather conditions,and procedures for coping with unfavorable conditions. u V p o h. Review health and safety precautions relating to handling and placement of seal coat. 2.5 APPLICATION u G L 1.4 QUALITY ASSURANCE A. Apply seal coat at a total rate(undiluted)of 0.23 gal./sy. m B. The minimum/maximum application rate shall be between 0.22 and 0.25 gal/sy per application. A. Contractor Qualifications: The seal coat applicator shall have not less than 3 years documented experience in the application of emulsion C. Dampen pavement with a fog spray of water if ambient temperatures exceed 807. No standing water shall remain on the surface. Z seal coats. D. Apply the coat uniformly in a manner such that the combined application of the coat equals the total rate specified above. 11 E. Suspend application when the distribution tank has less than 100 gallons left and refill to prevent irregular patterns or misses. sUEacENTEH aeboneL 1.5 SITE CONDITIONS F. The coat shall be allowed to dry and cure initially a minimum of 2-4 hours before applying any markings. The initial drying shall allow evaporation of water of the applied mixture,resulting in the coating being able to sustain light foot traffic. The initial curing shall enable ISSUE BLOOK A. Weather Limitations: Apply seal coat only under the following weather conditions: the mixture to withstand vehicle traffic without damage to the seal coat. 1. The atmospheric temperature is between 50 and 90 F and is expected to remain above 50 F for 24 hours. G. The finished surface shall present a uniform texture with no streaks. 2. Pavement temperature is above 55 F. H. The single coat shall be allowed to dry a minimum of eight hours in dry daylight conditions before opening to traffic,and initially cure 3. Surface is dry and no moisture is expected within 24 hours. enough to support vehicular traffic without damage to the seal coat. 4. Weather and wind conditions are such that overspray is preventable and will allow proper curing and opening to traffic within a I. Where marginal weather conditions exist during the eight hour drying time,additional drying time shall be allowed. The length of time reasonable time. shall be as specified by the supplier. The surface shall be checked after the additional drying time for trafficability before opening the B. Maintain access for vehicular and pedestrian traffic as required by the Wal-Mart Store and Construction Manager.Utilize temporary section to vehicle traffic. striping,flagmen,barricades,warning signs,and warning lights as required. END OF SECTION PART 2- PRODUCTS 2.1 MATERIALS A. Aggregate:Aggregate shall be 100 percent passing the No.16(1.18 mm)sieve when tested in accordance with ASTM C 136. Aggregate shall consist of hard,washed,dry natural or manufactured particles free of dust,trash,clay,organic materials or other contaminants. B. Asphalt Emulsion: Comply with ASTM D977 or ASTM D2397 for SS-Ih or CSS-Ih.The penetration of the residue from the distillation test shall be 20 to 60. Clay stabilized emulsion,with a ph not greater than 7.0,and solids content not less than 45 percent may be used. The polymer material shall be milled or blended into the asphalt or emulsifier solution prior to the emulsification process. The minimum amount and type of polymer modifier shall be determined by the laboratory performing the mix design. CHECKED BY: BOA C. Coal Tar: Coal tar emulsion or coal tar/asphalt emulsion shall not be used as a substitute for asphalt emulsion. DRAWN BY: NJG D. Water:Water shall be potable and free of harmful soluble salts or reactive chemicals and any other contaminants and at least 50 F. PROTO CYCLE: - E. Additives:Additives shall be included and approved as part of the mix design and be compatible with the other components of the mix. F. Crack Sealant:Crack sealant shall conform to ASTM D6690,Type II or higher and compatible with the specified seal coat emulsion. DOCUMENT DATE: 09/03/2025 2.2 COMPOSITION pON A. Composition. Seal coat shall consist of a mixture of the specified emulsion,water,aggregate,and additives and be proportioned to meet the requirements shown in the following Table 1. _ TABLE 1-Undiluted Seal Coat Design Properties 7j p�%606 s` L Method Minimum Maximum TrONn 0.,/2025 Weight(per gallon),ASTM D 244,lbs 9.0 Cone Penetration,ASTM D 217,min 340 700 •Non-Volatile 50 %Non-Volatile Residue Soluble in Trichloroethylene,ASTM D 2042 10 35 Wet Track Abrasion Loss,ASTM D 3910,g 35 Viscosity,ASTM D 562,KU 75 Dried Film Color Black lWeigh 10 g of homogeneous product into a previously tared,small ointment can. Place in an oven at 325°F for 90 minutes. Cool, reweigh and calculate non-volatile residue as a percent of the original mass. SPECIFICATIONS SHEET SHEET: C SC CS -2 1 2 3 4 5 6 7 8 9 10 11 - 172ND ST.-NE a Pslasoffm ROPOSED A PICKU AREPICK UA MrmO o e ImI I I F DEMOLITION SCHEDULE O7 EXISTING WALMART BUILDING TO REMAIN. O2 EXISTING PICKUP DOOR. I x 2 w~€ wb =boo � ' EXISTING o �_€ ��� �LL O3 EXISTING EASEMENT(REF.EASEMENT SCHEDULE THIS SHEET). L_ WE., w=a F Nwz3� �bw�d�� B O4 EXISTING ASPHALT PAVEMENT TO REMAIN. ? o \ <$c3 J `_ iA O EXISTING ASPHALT PAVEMENT TO BE REMOVED. < gt w _ �'+.+ `�' N N 23 11 E 3Qo= ----_____ 20 wsnNc CONCRETE To REMAIN. KEY MAP 41 N W A 3 W- - - 29 25 \ I \ O7 EXISTING CONCRETE SIDEWALK TO BE REMOVED. APEX.1'=300' 33 \� 31 ttP. -\ \ 6SD 28 TYP. "TIP- 6'f4 \ \\ O8 EXISTING CURB AND GUTTER TO REMAIN. TIP 25 %�<�' 6 a \ { L _ \ \ O EXISTING CURB AND GUTTER TO BE REMOVED. LEGEND ~ I 19 30 28 EYE.25 \ \ UP- -UE- PROPERTY BOUNDARY - EXISTING CART CORRAL TO REMAIN.8 TYP. TIP.25 g TIP 37 - � -LIE- \ TYP qO 8 EYE. o � SUE \ - --_- EXISTING BUILDING TO REMAIN 11 EXISTING CART CORRAL TO BE REMOVED AND STORED DURING CONSTRUCTION. RE /4 4 33 TYP 8 T I SUE f, \ - EXISTING CURB&GUTTER TO REMAIN 23 .��s �q Sp. 2z 15 TIP. yy 22 12 TYP \ F 3 12 EXISTING STANDARD PARKING STALL STRIPING TO REMAIN. - EXISTING CURB AND GUTTER TO BE REMOVED \F-- I B TYP. jL J� � 34 - - - - 13 EXISTING STANDARD PARKING STALL STRIPING TO BE REMOVED. EXISTING FENCE TO REMAIN V. \? ..• GARDEN - - PERF h a \a 5 CENTER'. 33 TYP. 8 TYP 14 PROPOSED ADA STALL STRIPING AND SIGNAGE BY OTHERS,SEE EV CHARGING PLANS, EXISTING ASPHALT PAVING TO REMAIN • UE tl SALES OVER C ❑P1 R'1 AREA 37 E SEPARATE C EXISTING ASPHALT PAVING i0 BE REMOVED -I 27 EYE. AREA. 3 15 PROPOSED EV CHARGING STALL STRIPING AND SIGNAGE BY OTHERS,SEE EV CHARGING 27 TYP I 6 + 22 I PLANS,SEPARATE COVER. EXISTING CONCRETE PANNG/SIDEWALK 6 r 4�• 16 EXISTING 12 TIP. PICKUP STALL STRIPING TO BE REMOVED, EXISTING CONCRETE PANNG/SIDEWALK TO BE REMOVED + o 22 I 22 37 I 17 EXISTING PICKUP SIGNAGE TO BE REMOVED AND SALVAGED.CONTRACTOR TO LIMITS OF SAWCUT O O O \ 10 12 TYP. O PROPERLY STORE DURING CONSTRUCTION(PICKUP SIGNAGE STALLS 1-20). UE EXISTING ELECTRIC LINE TO REMAIN O O W O o'' E 22 I 13 TIP.�Rq\ 8 TIP. TYP 40 - 18 EXISTING TEMPORARY SIGN BASE TO BE REMOVED.CONTRACTOR TO COORDINATE WTH Z T 7. Fx.113 TYP. - �T O STORE MANAGER ON LOCATION FOR STORAGE. -SS EXISTING SANITARY SEWER LINE TO REMAIN O O � �� - -SD EXISTING STORM SEWER LINE TO REMAIN 39 TYP. R�' 19 19 EXISTING CROSSWALK PAVEMENT MARKING TO BE REMOVED. W Lo _ 32 tl 40 TYP 20 EXISTING CONCRETE RAMP TO REMAIN. SD PERF EXISTING FOUNDATION DRAIN TO REMAIN 26 4 14 22 X ® SO PERF EXISTING FOUNDATION DRAIN TO BE REMOVED 21 EXISTING SIGNAGE AND SIGN POST TO BE REMOVED(REF.SSM-SECP PLAN SET). I(I1)1 Q o �\y��V��//] I����`���\�(�n^1�I��(✓�IIE I�� O 3 EXISTING STORM TECH UNDERGROUND SYSTEM TO REMAIN 2`l a 1 V V LJ LJ LI L�wl LJ �] O O CB 7 R� I O PROPOSED 45'PAINTED STRIPING BY OTHERS,SEE EV CHARGING PLANS.SEPARATE j�J E EYE.25 B PROO -W EXISTING ~ W m 'P 37 22 COVER TING WATER LINE TO REMAIN C"I lug r M Z W b 40 J Om 13 TIP. \7R 23 EXISTING 45'PAINTED STRIPING TO BE REMOVED. -IRR- EXISTING IRRIGATION UNE TO REMAIN 4 11 13 TYP.R� TYP.4O 12 TYP. 0 ~ z r 6 � 24 EXISTING GREASE INTERCEPTOR TO REMAIN. 1� Z S U P E RC E N T E R II 13 TYP. 10 \ �\ O s D EXISTING STORM MANHOLE WI c • .6. START 9 7 9 TAR )R I 12 8 TYP 25 EXISTING STORM SEWER LINE(REF.PLAN FOR SIZE AND TYPE). /1 26 EXISTING SIPHONIC MANHOLE TO REMAIN(REF.GRADING PLAN ADDITIONAL DETAILS). EXISTING STORM INLET #037571000 END 9 6 g Np B I R EXISTING FOUNDATION GRAIN TO REMAIN. un UP E s\s EXISTING SANITARY SEWER MANHOLE Z 1 ,,•'.,'' �/ 37 I I 33 40 TYP tl tl I 28 EXISTING STORM INLET TO REMAIN. o + 33 TIP $ I 29 EXISTING FIRE HYDRANT i0 REMAIN. aPER6 his 31 TIP. ^ 13 T1P I EXISTING LIGHT POLE TO REMAIN SUPERCENTER REMODEL b "�"_�' 11 ® EXISTING WATER VALVE TO REMAIN. \ I I 3 12 TIP. 31 EXISTING 8°D.I.P.WATER UNE TO REMAIN. n ISSUE BLOCK % G D -� EXISTING SIZE SIGN TO REMAIN DEMOLITION PLAN 32 EXISTING IRRIGATION UNE TO REMAIN. SCALE 1'=30' 33 EXISTING UNDERGROUND ELECTRIC ONE TO REMAIN. (� QO EXISTING ADA PAVEMENT MARKING TO REMAIN 34 EXISTING SITE LIGHT TO REMAIN. d51 E 35 EXISTING SPEED CUSHION TO REMAIN. '101 EXISTING FIRE HYDRANT 36 EXISTING SCREEN WALL TO REMAIN. EXISTING WATER VALVE 37 EXISTING LANDSCAPING TO REMAIN. ® EXISTING LANDSCAPING TO BE REMOVED. 39 EXISTING FOUNDATION DRAIN TO BE REMOVED. ® EXISTING UNDERGROUND STORMTEOH CHAMBER SYSTEM TO REMAIN. 41 EXISTING ADA SIGNAGE TO BE REMOVED AND SALVAGED BY CONTRACTOR TO BE RE-INSTALLED. 42 EXISTING ADA STALL STRIPING TO BE REMOVED. SITE ANALYSIS TABLE EXISTING SUPERCENTER CHECKED BY BOA �V'I l�"JI IIJJ OoO EXISTING DRAWN BY: NJG DEMOLITION NOTES 1. CYCLE: - F SUPERCENTER TOTAL BUILDING AREA 160,091 S.F. 1. THE CONTRACTOR IS RESPONSIBLE FOR THE DEMOUTION,REMOVAL,AND DISPOSAL(IN A LOCATION APPROVED BY ALL GOVERNING DOCUMENT DATE: 09/03/2025 SALES AREA 113,888 S.F. AUTHORITIES)ALL STRUCTURES,PADS,WALLS,FLUMES,FOUNDATIONS,PARKING,DRIVES,DRAINAGE STRUCTURES,UTIUTIES,ETC., SUCH THAT THE IMPROVEMENTS SHOWN ON THE PROPOSED PLANS CAN BE CONSTRUCTED.ALL FACILITIES TO BE REMOVED SHALL #037571000 BE UNDERCUT TO SUITABLE MATERIAL AND BROUGHT L GRADE WITH SUITABLE COMPACTED FILL MATERIAL PER THE pON REQUIRED PARKING(PER CITY OF ARLINGTON) 335 SPACES sPECIFIcanolNs.PRIOR TO DEMOLITION occuRRlNc,ALL EROSION CONTROL DEVICES ARE To BE INSTALLED. W 1 REQUIRED PARKING RATIO(PER CITY OF ARLINGTON) 2.5 SPACES/1,000 S.F.SALES AREA 2. THE CONTRACTOR IS RESPONSIBLE FOR REMOVING ALL DEBRIS FROM THE SITE AND DISPOSING THE DEBRIS IN A LAWFUL MANNER. �114+ f- 1 THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS REQUIRED FOR DEMOLITION AND DISPOSAL. 3. THE CONTRACTOR SHALL COORDINATE WITH RESPECTIVE UPUTY COMPANIES PRIOR TO THE REMOVAL AND/OR RELOCATION OF ;:1 - CUSTOMER AND ASSOCIATE PARKING 741 SPACES UTILITIES.THE CONTRACTOR SHALL COORDINATE WITH THE UTILITY COMPANY CONCERNING PORTIONS OF WORK WHICH MAY BE ACCESSIBLE PARKING 20 SPACES PERFORMED BY THE UTILITY COMPANY THEMSELVES AND ANY FEES WHICH ARE TO BE PAID TO THE UTILITY COMPANY FOR THEIR , 2 SERACES.THE CONTRACTOR IS RESPONSIBLE FOR PAYING ALL FEES AND CHARGES. ,p j�yt��•p EV PARKING 8 SPACES 4. THE LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THIS PLAN HAVE BEEN DETERMINED FROM THE BEST INFORMATION AVAILABLE FSSh'AL� ..., 20 AND ARE GIVEN FOR THE CONVENIENCE OF THE CONTRACTOR.THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THEIR ACCURACY. 6° . TYP. PICKUP PARKING 10 SPACES PRIOR TO THE START OF ANY DEMOLITION ACTIVITY,THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANIES FOR MARKING ONSIIE nP 23 CART CORRALS(NOT INCLUDED IN PARKING COUNTS BELOW) 16 CORRALS/31 SPACES LOCATIONS OF EXISTING UPLITES. osiosizozs 6 26 17 18 24 5. ALL EXISTING SEWERS,PIPING AND UTILITIES SHOWN ARE NOT TO BE INTERPRETED AS THE EXACT LOCATION,OR AS THE ONLY OBSTACLES THAT MAY OCCUR ON THE SITE.VERIFY EXISTING CONDITIONS AND PROCEED WITH CAUTION AROUND ANY ANTICIPATED 16 TIP. D 26 TOTAL PARKING EXCLUDING PICKUP STALLS 769 SPACES FEATURES.GIVE NOTICE TO ALL UTILITY COMPANIES REGARDING DESTRUCTION AND REMOVAL OF ALL SERVICE LINES AND CAP ALL 16 TIP. 19 e PARKING RATIO EXCLUDING PICKUP STALLS 6.75/1,000 S.F.SALES AREA LINES BEFORE PROCEEDING WITH THE WORN.UTILITIES DETERMINED TO BE ABANDONED AND LEFT IN PLACE SHALL BE GROUTED IF UNDER BUILDING. Q 2e 37 4.80/1,000 S.F.TOTAL AREA 6. CONTRACTOR MUST PROTECT THE PUBLIC AT ALL TIMES WITH FENCING,BARRICADES,ENCLOSURES,ETC.,(AND OTHER APPROPRIATE T� BEST MANAGEMENT PRACTICES)AS APPROVED BY CITY AND OWNER.SHOULD REMOVAL AND/OR RELOCATION ACTIVITIES DAMAGE 28 EXISTING FACILITIES TO REMAIN,THE CONTRACTOR SHALL PROVIDE NEW MATERIALS/STRUCTURES IN ACCORDANCE WIN THE TOTAL PARKING INCLUDING PICKUP STALLS 779 SPACES CONTRACT DOCUMENTS.EXCEPT FOR MATERIALS DESIGNED TO BE RELOCATED ON THIS PLAN,ALL OTHER CONSTRUCTION MATERIALS PARKING RATIO INCLUDING PICKUP STALLS 6.84/1,000 S.F.SALES AREA SHALL BE NEW.DAMAGE To ALL EXISTING CONDITIONS TO REMAIN WILL BE REPLACED AT CONTRACTOR'S EXPENSE. 4.87/1,000 S.F.TOTAL AREA CONTRACTOR SHALL LIMIT SAW-CUT&PAVEMENT REMOVAL TO ONLY HOSE AREAS WHERE IT IS REQUIRED AS SHOWN q THESE 35 EYE. 12 TIP. CONSIRUCTION PLANS,BUT IF ANY DAMAGE IS INCURRED ON ANY OF THE SURROUNDING PAVEMENT,ETC.THE CONTRACTOR SHALL 4 •° 1.SQUARE FOOTAGE PROVIDED ON 07/21/2025 FROM TAYLER GRINELL AT BRR ARCHITECTURE. BE RESPONSIBLE FOR IT'S REMOVAL AND REPAIR. NO ECR FOUND IN REL.REMODEL AND PARKING RATIO MUST FOLLOW LOCAL ORDINANCES AND RESTRICTIONS US 4/29/25) 8. IT IS THE CONTRACTORS RESPONSIBILITY i0 CONTACT THE VARIOUS UTILITY COMPANIES WHICH MAY HAVE BURIED OR AERIAL -----------_____ UTILITIES WITHIN OR NEAR THE CONSTRUCTION AREA BEFORE COMMENCING WORK.THE CONTRACTOR SHALL PROVIDE 72 HOURS _ -- 28--- 30 _--------- MINIMUM NOTICE TO ALL UTILITY COMPANIES PRIOR TO BEGINNING CONSTRUCTION. - ------ 9. ALL EXISTING UPUIES SHOWN ARE LOCATED ACCORDING TO THE INFORMATION AVAILABLE TO THE ENGINEER AT THE TIME THE 17 18 TIP. - ---- 8 --__ EASEMENT SCHEDULE DRAWINGS WERE PREPARED AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR THE ENGINEER.GUARANTEE IS NOT 34 77 7g TYp, ---------- MADE THAT ALL EXISTING UNDERGROUND UTILITIES ARE SHOWN OR THAT THE LOCATION OF THOSE SHOWN ARE ACCURATE.FINDING 29 0 10'WATERLINE EASEMENT RECORDING NUMBER 201203230357. THE ACTUAL LOCATION OF ANY EXISTING UTILITIES IS THE CONTRACTOR'S RESPONSIBILRY AND SHALL BE DONE BEFORE HE 3q COMMENCES ANY WORK IN THE VICINITY.FURTHERMORE,THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ANY AND ALL 36 0 25'STORM DRAINAGE FACILITY EASEMENT RECORDING NUMBER 200908250596. DAMAGE DUE TO THE CONTRACTORS FAILURE TO EXACTLY LOCATE AND PRESERVE ANY AND ALL UNDERGROUND UTILITIES.THE OWNER OR ENGINEER WILL ASSUME NO UABILITY FOR ANY DAMAGES SUSTAINED OR COST INCURRED BECAUSE OF THE OPERATIONS --- -----__ © 20'STORM DRAIN EASEMENT RECORDING NUMBER 9002120389. IN THE VICINITY OF EXISTING UTILITIES OR STRUCTURES,NOR FOR TEMPORARY BRACING AND SHORING OF I.E.IF IT IS -------------------- NECESSARY TO SHORE,BRACE,SWING OR RELOCATE A UTILITY,THE UTILITY COMPANY OR DEPARTMENT AFFECTED SHALL BE C 3 ------- CONTACTED BY THE CONTRACTOR AND THEIR PERMISSION OBTAINED REGARDING THE METHOD TO USE FOR SUCH WORK. H ���� ------------- 25'UTILITY EASEMENT RECORDING NUMBER 20010620W39. 10. THE CONTRACTOR SHALL HAVE AVAILABLE AT THE,LOB SITE AT ALL TIMES ONE COPY OF THE CONTRACT DOCUMENTS INCLUDING ������� 0 45'PUBLIC UTILITY EASEMENT RECORDING NUMBER 7902280156. PLANS,SPECIFICATIONS,COPIES OF ANY REWIRED CONSTRUCTION PERMITS,AND EROSION CONTROL PLANS AND INSPECTION REPORTS(SWPPP). DEMOLITION PLAN 0 25'ACCESS EASEMENT RECORDING NUMBER 200610201024. 11. ANY DISCREPANCIES ON THE DRAWINGS SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE OWNER/ENGINEER BEFORE SCALE 1'=30' COMMENCING WORK.NO FIELD CHANGES OR DEVIATIONS FROM DESIGN ARE TO BE MADE WITHOUT PRIOR APPROVAL OF THE OWNER AND NOTIFICATION TO THE ENGINEER.NO CONSIDERATION WILL BE GIVEN TO CHANGE ORDERS FOR WHICH THE OOMER AND ENGINEER WERE NOT CONTACTED PRIOR TO CONSTRUCTION OF THE AFFECTED ITEM. 12. CONTRACTOR SHALL COMPLY TO THE FULLEST EXTENT WPH THE LATEST OSHA STANDARDS FOR EXCAVATION AND TRENCHING PROCEDURES.CONTRACTOR SHALL USE SUPPORT SYSTEMS,SLOPING,BENCHING,ETC.AS NECESSARY FOR THESE OPERATIONS,AND SHALL COMPLY WITH ALL OSHA PERFORMANCE CRITERIA 13. DO NO INTERRUPT EXISTING UTUTIES SERVICING FACILTIES OCCUPIED AND USED BY THE OWNER OR OTHERS DURING OCCUPIED DEMOLITION HORS EXCEPT WHEN SUCH INTERRUPTIONS HAVE BEEN AUTHORIZED IN WRITING BY THE OWNER AND THE LOCAL MUNICIPALITIES. PLAN INTERRUPTIONS SHALL ONLY OCCUR AFTER ACCEPTABLE TEMPORARY SERVICE HAS BEEN PROVIDED. 14. ANY RECYCLED MATERIAL TO BE STOCKPILED ON THE SITE SHALL BE STORED IN AS SMALL AN AREA AS PRACTICAL AND THE GRAPHIC SCALE LOCATON OF ANY STOCKPILE SHALL BE WELL CLEAR OF THE BUILDING PAD AREA AND THE LOCATION MUST BE PRE-APPROVED BY 30 0 15 30 60 120 THE ENGINEER AND OWNER PRIOR TO STOCKPILING. 15. QUANTITIES SHOWN HERE ARE APPROXIMATE AND ARE PROVIDED FOR CONVENIENCE ONLY AND NOT FOR BID PURPOSES. CONTRACTOR SHALL VERIFY QUANTITIES NECESSARY TO DEMO FACIUFIES SHOWN. 16. ASBESTOS OR HAZARDOUS MATERIAL,IF FOUND ON SITE,SHALL BE REMOVED BY A LICENSED HAZARDOUS MATERIAL CONTRACTOR. IN FEET) REFERENCE ARCHITECTURAL PLANS FOR LIMITS OF BUILDING DEMOLITION. IInch=30R SHEET: CS1 .0 1 2 3 4 5 6 7 8 9 1G FL r PROPOSED• 9 A --J -- AREA imO e �>m I � SITE SCHEDULE ; O PROPOSED EXPANSION(REF.ARCH.PLANS). AIR.. 1 O2 PROPOSED PICKUP DOOR(REF.ARCH PLANS). I - s OPROPOSED RELOCATED CART CORRAL;COORDINATE LOCATION WTH STORE MANAGER IJ I z U Q m PRIOR TO INSTALLATION. �I ti o JH o O PROPOSED 4°SOLID YELLOW PAINTED STALL STRIPING I w�F soow�_�zN PROPOSED 4°SOLID YELLOW PAINTED STRIPING AT 45'®2'-0'O.C. O --- ------ R \ 11 PROPOSED OPEN ARROW PAVEMENT MARKING(REF.SSM-SECP PLAN SET).----__ 22 z o = PEP,16 23 I j 7 PROPOSED STOP BAR AND"STOP"TEXT PAVEMENT MARKING(REF.SSM-SECP PLAN B ® 11 i O SET). a ICI s oMo �g� `z-'� ®� : 23 I I I -ao <.>���,.>�SE 25 O PROPOSED CROSSWALK MARKINGS-6" E PAINTED WHITE STRIPING PARALLEL L TO N N a 8 12 5 25 3 10 I 1 I WIDE 81RECPON OF TRAFFIC AT 2'-0'O.C.AND(1)-8"WHITE STRIPE PERPENDICULAR ON <g B o b w o g BOTH ENDS UNLESS NOTED OTHERWISE(REF.SITE DETAILS). KEY MAP PROPOSED STOP SIGN(REF.SITE DETAILS AND SSM-SECP PLANS). APPX.1"=300' PROPOSED R7-5B"STOP HERE FOR PEDESTRIANS"SIGNAL{(REF.SITE DETAILS AND ssM-secP PLANS). LEGEND 11 1zz6 4 11 a TYP-i6 \ 26 6 I \ 11 PROPOSED SIGN MOUNTING AND BASE NTH BREAKAWAY POST. -- =TYP.16 TYP.1fi �^'"� �-- -- --� PROPERTY BOUNDARY 10 12 18 � ® 7 \--- � - 12 PROPOSED SIGN MOUNTING AND BASE NTH BOLLARD. 8 \ EXISTING BUILDING TO REMAIN PROPOSED PICKUP STALL PAVEMENT STRIPING&STALL NUMBERING(REF.SITE 8 19 LS 6 \ 13 DETAILS). — EXISTING CURB&GUTTER i0 REMAIN 17 20 I \ E%ISPNG CURB AND GUTTER TO BE REMOVED � ;' \ 14 PROPOSED SALVAGED PICKUP SIGNAGE(1-20). 1g I I - - - X EXISTING FENCE TO REMAIN V e V• .GARDEN 6 15 PROPOSED PICKUP SIGNAGE(20-33)(REF.SITE DETAILS). •CENTER'. EXISTING ASPHALT PANNG TO REMAIN a®5 SALES I 1fi PROPOSED UMITS OF SEAL COAT.CONTRACTOR SHALL APPLY SEAL COAT OVER WHERE AREASTRIPING AND PAVEMENT MARKINGS WERE REMOVED AND WHERE NEW STRIPING AND PROPOSED ASPHALT PAVING 11 PAVEMENT MARKINGS WILL BE APPLIED.APPLY NEW STRIPING AND PAVEMENT 6 I MARKINGS OVER SEAL COAT. s. EXISTING CONCRETE PANNG/SIDEWAUK PROPOSED EXPANSION 1 17 PROPOSED SITE BOLARD(REF.SITE DETAILS). A PROPOSED CONCRETE PAVING/SIDEWALK 2,974 S.F. I I O OMITS OF SAWCUT 18 PROPOSED SAWCUT. O O 0 TYP.16 y 13 TYP. UE EXISTING ELECTRIC LINE TO REMAIN O c:D LJ O E • wM, ® 13 TYP, 3 L PROPOSED ASPHALT PAVNG PATCH BACK(REF.SITE DETAILS). —SS EXISTING SANITARY SEWER LINE TO REMAIN O O �4 Z n-�y a t I 20 PROPOSED MONOLITHIC CONCRETE SIDEWALK(REF.ARCH PLANS). —SD EXISTING STORM SEWER ONE TO REMAIN F-r, B I 12 14 TIT. w p 12 14 TYP. a 2N PROPOSED 6°TYPE E CURB(REF.SITE DETAILS). —W EXISTING WATER LINE TO REMAIN 5 IRR— EXISTING IRRIGATION ONE TO REMAIN Q F PROPOSED BOLT ON SPEED CUSHIONS(REF.SITE DETAILS). I(LEIS Q 0. V V LJ LJ Ll awl LJ O o O I TYP.16 l�NI_. g I 23 PROPOSED MUTCD W-17"SPEED HUMP"SIGN(REF.SIZE DETAILS). D EXISTING STORM MANHOLE Q LLJ � OHO Z 24 PROPOSED CONCRETE SIDEWALK(REF.SITE DETAILS). Z �� I I � 25 PROPOSED SIGN MOUNTING AND BASE WITH MODIFIED FOOLING REF.SITE DETAILS). EXISTING STORM INLET O P 6 13 TYPE O ( ) 1 Z SUPERCENTER 2 P ,6 3TP B .•• 21 24 a e I 2fi PROPOSED SALVAGED ADA STALL SIGNACE. E LyJ o 61 TYP.14 15 TYP.11 6 25 14 TYP. 25 25 27 PROPOSED ADA STALL STRIPING. EXISTING LIGHT POLE xQ #03757-1000 , u 10 � 25 IS TYP. e -0 n0 EXISTING SITE SIGN TO REMAIN y P. it J ® ® B I -� n n PROPOSED SITE SIGN p T P fi 7 c 5 I SUPERCENTER REMODEL 13 TYP. 6 i EXISTING ADA PAVEMENT MARKING TO REMAIN ISSUE BLOCK I ° EXISTING FIRE HYDRANT SITE PLAN EXISTING WATER VALVE SCALE 1"-30' E SITE NOTES 1. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY/COUNTY REGULATIONS AND CODES AND 0 S.H.A.STANDARDS 2. CONTRACTOR SHALL REFER To THE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF VESTIBULES,SLOPE PAVNG,SIDEWALKS,EXIT PORCHES,TRUCK DOCKS,PRECISE BUILDING DIMENSIONS SITE ANALYSIS TABLE EXISTING SUPERCENTER AND DIMETGNSARE UTILITY ENTRANCE LOCATIONS.UNLE 3. ALL DIMENSIONS ARE i0 THE FACE OF CURB UNLESS OTHERWISE NOTED. 4. E%ISDNG STRUCTURESCOST CONSTRUCTION LIMITS ARE TO BE ABANDONED,REMOVED OR RELOCATED O00 EXISTING PROPOSED A6 NECESSARY ALL COST WITHIN SHALL BE INCLUDED IN BASE BID. CHECKED BY: BOA 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS,(UNLESS OTHERWISE NOTED ON PLANS) O INCLUDING BUT NOT UNITED TO,ALL UTILTIES,STORM DRAINAGE,SIGNS,TRAFFIC SIGNALS&POLES, DRAWN BY: NJG TOTAL BUILDING AREA 160,091 S.F. 163,065 S.F. nNo aeoRceTls c woR YsveaFennoNSlnNo s�nii sc WITH GOVERNING ev suc AUTHORITIES REQUIREMENTS eeNTs F SUPERCENTER SALES AREA 1 13,888 S.F. 1 13,888 S.F. NauoTE IN BASE BID, PROTO CYCLE: - 6. THE SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED'THE SITE SPECIFIC SPECIFICATIONS°. DOCUMENT DATE: 09/03/2025 7. ALL LIGHT POLE BASES SHALL BE REPAINTED AND BOLT COVERS REPLACED WHERE MISSING OR DAMAGED.PREVIOUS OR NEW OVERSPRAY ON SURROUNDING PAVEMENT SHALL BE REMOVED.SEE REQUIRED PARKING(PER CITY OF ARLINGTON) 335 SPACES 335 SPACES ARCHITEC RAIL SPECIFICATION SECTION 09900 FOR ADDITIONAL INFORMATION. #03757-1 000 REQUIRED PARKING RATIO(PER CITY OF ARLINGTON) 2.5 SPACES/1,000 S.F.SALES AREA 2.5 SPACES/1,000 S.F.SALES AREA B. REFRESH ENTIRE PARKING LOT STRIPING AND MAreaNGS MATCH EXISTING EXCEPT WHERE MODIFIED IN Q THESE DRAWINGS OR SSM/SECP PLAN SET(SEPARATE PLAN SET)SEE PAVEMENT MARKING W. DON SPECIFICATIONS PROVIDED WTH THIS PLAN SET q, 9. PER GEOTECHNICAL REPORT CONTRACTOR TO VERIFY GROUNDWATER DEPTH BEFORE ANY CUSTOMER AND ASSOCIATE PARKING 741 SPACES 724 SPACES CONSTRUCTION ACTIVITIES BEGIN ACCESSIBLE PARKING 20 SPACES 20 SPACES 0. SHWLD ANY ARCHAEOLOGICAL OR CUL ORALLY SENSITIVE MATERIALS BE ENCOUNTERED DURING EXCAVATION OPERATIONS,CONTRACTOR SHALL STOP WORK AND IMMEDIATELY NOTIFY WALMART CM AND , EV PARKING 8 SPACES 8 SPACES 11 SITE STALL NUMBERING AS SHOWN ON THIS PLAN IS FOR REFERENCE ONLY STALL NUMBERING SHALL � 06 PICKUP PARKING 10 SPACES 33 SPACES NOT BE STRIPED ON PAVEMENT AND IS TO REFERENCE THE APPROPRIATE NUMBERING OF STALLS FOR y-RpV� s CART CORRALS(NOT INCLUDED IN PARKING COUNTS BELOW) 16 CORRALS/31 SPACES 16 CORRALS/31 SPACES THE PURPOSE of slc"ACE INSTALLATION. sSr9/0At� 09/03I2025 4 TYP. ®❑ — TOTAL PARKING EXCLUDING PICKUP STALLS 769 SPACES 752 SPACES 4 D 3®® PARKING RATIO EXCLUDING PICKUP STALLS 6.75/1,000 S.F.SALES AREA 6.60/1,000 S.F.SALES AREA 4.80/1,000 S.F.TOTAL AREA 4.61/1,000 S.F. TYR.18 TOTAL PARKING INCLUDING PICKUP STALLS 779 SPACES 785 SPACES PARKING RATIO INCLUDING PICKUP STALLS 6.84/1,000 S.F.SALES AREA 6.89/1,000 S.F.SALES AREA 4.87/1,000 S.F.TOTAL AREA 4.81/1,000 S.F. 1.SQUARE FOOTAGE PROVIDED ON 07/21/2025 FROM TAYLER GRINELL AT BRR ARCHITECTURE. < O 2.NO ECR FOUND IN REL.REMODEL AND PARKING RATIO MUST FOLLOW LOCAL ORDINANCES AND RESTRICTIONS US 4/29125) -------- > I 3 — -----_ --——————————————————————— H -- SITE PLAN SCALE 1'=30' SITE GRAPHIC SCALE PLAN 30 0 15 30 60 120 IN FEET) I In&=30 It SHEET:CCVZ.O 1 2 3 4 5 6 7 8 9 1G 11 172ND ST.NE r PROPOSED A --J -- PICKUP o AREA p iinm amo I y 1 � Amo DD 1 1 EXISTING 1 3a�w �ga L_ PICKUP _ AREA 1 _ KEY MAP _—_------� APPX.1'=300' 33 A 1 ------------ - --� LEGEND s $ PROPERTY BOUNDARY EXISTING BUILDING TO REMAIN 7.33' b EXISTING CURB&GUTTER i0 REMAIN 308 : EXISTING CURB AND GUTTER TO BE REMOVED e X EXISTING FENCE TO REMAIN ' I EXISTING ASPHALT PANNG TO REMAIN ®•. PROPOSED ASPHALT PANNG 'ti•� y EXISTING CONCRETE PANNG/SIDEWALK PROPOSED CONCRETE PAVING/SIDEWALK LIMITS OF SAWCUT O O O 57' y UE EXISTING ELECTRIC LINE TO REMAIN Q c:D W O 1 —SS EXISTING SANITARY SEWER LINE TO REMAIN O O � z I2 23' —SD EXISTING STORM SEWER UNE TO REMAIN F-r, (1YP.) ( ) ( ) EXISTING WATER LINE TO REMAINTYR L ® —TYP IRR— EXISTING IRRIGATION ONE TO REMAIN O G V a O a V V LJ LJ Ll awl�I O o O I �" v J J D EXISTING STORM MANHOLE z m b EXISTING STORM INLET SUPERCENTER 52 ID w 2' � 10" � EXISPNC LIGHT POLE � 1 #03757-1000 ;I �' 2.5 B 17 s ~ m 0 . 0a n EXISTING SITE SIGN TO REMAIN y B —� n PROPOSED SITE SIGN m 0 SUPERCENTER REMODEL b EXISTING ADA PAVEMENT MARKING TO REMAIN d� ISSUE BLOCK EXISTING FIRE HYDRANT SITE PLAN EXISTING WATER VALVE SCALE 1'=30' E \J�J l J L1 L1 L1 J LJ O o O CHECKED Y O DRAWN BY: NJG OPROTO CYCLE: - F SUPERCENTER DOCUMENT DATE: 09/03/2025 #03757-1000 41 ON %606 sSAONAL •. 9.5 09/03/2025 TYR m ❑< ' (T1P) � ❑9® 17.9 i G ° Q S H _------------------------- SITE PLAN SCALE 1'=30' HORIZONTAL GRAPHIC SCALE CONTROL 30 0 15 30 50 120 PLAN IN FEET I I In&=30R SHEET: CS2.1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 A 'v - 3 m �0 PICKUP WAFIND D G D WAYFINDING NOTES EXISTING ING NAGE TO BE PICKUP ? o $ 2O EXISTING SIGN POST AND BASE TO BE REMOVED AND PROPERLY DISPOSED OF. O3 EXISTING SIGN POST AND BASE TO REMAIN. B qO PROPOSED BREAKAWAY POST(REF.SITE DETAILS). O PROPOSED PICKUP WA_NDING SIGNAGE,RIGHT(REF.SITE DETAILS FOR SIGNAGE AND LOCATION —__--_ __—__ ._ DETAILS). _ O PROPOSED PICKUP WAYTINDING SIGNAGE,LEFT(REF.SITE DETAILS FOR SIGNAGE AND LOCATION 1 W ono m B DETAILS). -------- ------- PROPOSED PICKUP WAYFINDING SIGNAGE,AHEAD(REF.SITE DETAILS FOR SIGNAGE AND LOCATION o =s boo N= �a 1 L O DETAILS). Z 6� -��Xj W 4 S OB PROPOSED PICKUP BANNER TO BE MOUNTED ON EXISTING LIGHT POST(REF.SITE DETAILS). p N _ -aV ' dnlaq !— ; D I I 1 i SITE SIGNAGE LEGEND 1 —-----—-- PROPERTY BOUNDARY 1 I 1 I PROPOSED PICKUP AREA E I % PROPOSED PATH OF TRAVEL FOR PICKUP CUSTOMER O 0 W O W L(1 1 ! —I SITE SIGNAGE NOTES �lJ rOKK�� i S U P E R C E N T E R 1. THIS PLAN WAS PREPARED BASED ON AN AERIAL CAPTURED 08/07/2022.THIS PLAN IS FOR 0 F I ILLUSTRATIVE PURPOSES ONLY.ACTUAL FIELD CONDITIONS MAY VARY SIGNIFICANTLY FROM THIS #03757-1000 DRAG. 2. o N 1 REFERENCE SITE DETAILS FOR SIGN LOCATION&VESTIBULE CROSSWALK DETAILS FOR SITE SIGNAGE I� z o OFFSETS. p W H x 1 LIE*. PICKUP EXTERIOR SIGN SCHEDULE Ilk1 SUPERCENTER REMODEL}� DESCRIPTIONS DIMENSIONS QUANTITY WAITING SPACED LEFT 18 X 24 1 1 ISSUE BLOCK =o WAITING SPACES RIGHT 18 X 24 - 2 WAITING SPACES AHEAD 18 X 24 - RESERVED WAITING 18 X 24 - ' 1 _ O PICKUP LEFT PHARMACY RIGHT 18 X 24 H i PICKUP RIGHT PHARMACY LEFT 18 X 24 - (�� 1 STOP THANKS FOR ORDERING 18 X 36 - 1 PICKUP HOURS 18 X 36 RESERVED 18 X 18 33 I _v MOP _ ' _ PHONE NUMBER 8 X 18 33 VERTICAL PICKUP 18 X 36 33 IAgoI PICKUP LEFT 18 X 24 3 I go . 0 r___-_------J PICKUP AHEAD 18 X 24 2 r ; PICKUP RIGHT 18 X 24 3 1 ' PICKUP BANNER AND MOUNTING 24 X 60 2 HARDWARE CHECKED BY: BDA TEMPORARY PARKING SIGN WITH DRAWN BY: NJG i i; . + • i PYRAMID BASE 24 X 60 -Iwo pROTO CYCLE: - Ra ALL PICKUP WAYFINDING AND STALL SIGNS ARE WALMART SUPPLIED AND CONTRACTOR INSTALLED. DOCUMENT DATE: 09/03/2025 ' CONTRACTOR TO PLACE SIGN ORDER AT LEAST 3 WEEKS IN ADVANCE.ORDER SHALL BE SENT MA EMAIL TO 1 . I GE Y THOMAS(Getty.Thamae®xalmart. )AND BRAD KEENER(Bradley.Kee-Owal—tcom).REQUEST • SHALL CONTAIN A DELIVERY ADDRESS,DESIRED DELIVERY DATE,AND ANY SITE SPECINC SIGN SIZE AND/OR ON 1 COLORS BASED ON APPROVED PLANS. 1 L_ � 41'�WASh��o 1 1 ' �A^56606_a0 AONAL I I � I 09I03I2025 1 I K I I , - 1 1 1 I 5 � �� (� Pickup i Pickup a I 1 � 1 1 ' I I I '4G 1 F 1 ------ ' M GRAPHIC SCALE 50 0 25 50 100 200 SITE (INFEET) SIGNAGE N 1mn=5De. PLAN SHEE S2.2 6'SCH.40 STEEL PIPE WHITE LEGEND FLUE D W/DO- ON BLUE WITH TOP ROUNDED. BACKGROUND ADDITIONAL LOGO SIGN DUPLICATE N PICKUP ON FlNISHEO GRADE (LARGE)ON BACK WHEN BACK WHEN PICKUP BACN FACES PUBUC STALLS ARE ON STREET-ALIGN TO TOP OPPOSITE SIDES ADDITIONAL LOGO SIGN PAwrzN MIIrz U-BOLT U-BOLr (LARGE)ON BACK WHEN v BACK FACES PUBLIC O STREET-ALIGN TO TOP O ER OGj VER POST LNG STALL AT FILL Posr./CONCRETE PlcrcuP DooR STALL m I�z•MIN.RADIUS $o c CUTTONS _� 1 MAX.RADIUS S 7 zG. . RaN1m Y.HIrt > 3500 P51 P.C. V BOLT LOCATIONS PER BOLT LOCATIONS PER PICKUP DOOR Ir,+ FOR SIGN MWNLNG - TRACTOR TO OVI U'� 3 CONCRETE MINIMUM STANDARD WTH STPNDARD WITH GVI RWE COAT AND TACK E - a xH[x Ix P46KIxc Loicox5lsl a A e F (ry"') R"xvM 14FArvatl 14FArvatl 14FArvatl RUArvatl �_ SPACER AS FOR LEVEL SPACER AS Fqt LEVEL �_ 1- RFaIMF1FR STRIFE 3"MIN. SIGN MOUNTING SIGN MOUNTING P.C.CONCRETE ET ETC FACE OF CURB I (D 3 I ALL� � 21 �� �� �� �� O O ASPHALTURB CONTACTS PIPES SHALL BE 18" OCATONS PAVEMENT SECTIONS,SUBBASE, OPEN ARROWEMT MARKINGS PA SLOPE WITHE /CONCAE FlLLED o SEE PAVING DETAILS OR PAINTED TRAFTQ YELLOW BOLLAR q"WmpmMip Wbu• O q"WmFmMip Wbt• C CONCRETE PAVING RETE W1Ti SEE REMOVABLE SEE REMOVADLE sUBGRADE AND C MPACTON AwMbry4wL �MbryRaA �..�MbN"w•i AwMbryAaM � UEL PIPECF USE CLIP o y� W/CONCRETE WTI R y� N.T.S. (/4 TOP ROUNDED AND TOP ROUNDED AND SQUARE TUBE POST vv SQUARE'BE �.TI REQUIREMENTS. W w o5z m om�vin w n DTCRDPST O6 1J 09 /� ///�� / � / � / /�� / � SLOPE i0P OF CONCRETE PEE RATED PEE POST ? ,w o k ,., a )I� )I� )I� )II{ '1 )l0 ,K" SLOPE TOP OF CONCRETE W ; ��-�n L///'�/ L///'�/ L///'�/!!!�////////// _�K%1(I SLOPE HOSE CLAMP SIGN HOSE CLAMP �O o -_ w�+x Pj o 1.5•ACC SURFACE COURSE Wrplwp Wb3• ,w� • ,w • p� • ,w • II Ly a�?�=r _ TIP OF CONCRETE SLOPE TOP OF CONCRETE SLOPE TOP OF CONCRETE ,� =-ES w~s o TYPE HEH CURB ozQ�a xV.aut • xMwt • xMwt M1Awt xMwt GROUND SURFACE GROUND SURFACE N r.S. N w W w I, 1, 1 5"ACCAVEL BNDER COURSE �• 4 1 { w Yf'I�Y1b a I 1 1 I II GROUND RFA DTCURDE 12/iJ/04 D J 3 ��o w�`F-'U��¢� a w�s BLUE 00 P.S.I.P.C.CONCRETE BASE F I` I'- 3500 PST. P.C.CONCRETE EASE k' 3500 PSI.P.C.CONCRETE ¢ E N N oY 12" nLa 3500 P.S.I -.I 3500 P.S.I. I I. IA BACKGROUND F o a o ~ P.0 P.C. \ ip"rM 0.wub• aa,w�bwt• Aap�b4xa• - 1 a CONCRETE CONCRETE €a o w Q w o rc o M•mM ryitwc ryitwc BASE BASE "STALL DESIGNATION SIGN" 12'STABILIZED SUBGRADE N S FRONT NEW SIDE VIEW SIDE NEW FRONT VEW SIDE VIEW O STANDARD DUTY ASPHALT PAVING 77 TYPICAL PARKING SIGNAGE TYPICAL PARKING SIGNAGE ASPHALT PAVING IN PAVEMENT IN CURBED ISLAND DETAILS DTPAMNG 12/04/0E STOP LINE(VARIABLE EDGE OF CROSSWALK OR INTERSECTING MITE eLIiecfrvo ONI MITE wALMART LENGTH)EXTEND FULL TRAVEL WAY eaCKGROUND BACKGROUND CLIFF=swaDJb WIDTH FROM CURB To PARKING SIGN MOUNTING AND BASE NTS ocE of"EN°ERwcA°e puQGap NoaOg rI T s "PICKUP BANNER" aoBa¢ awe, CD 4'-0"MIN. 0 W O ( )STOP SIGN TYP. �Fx� 17G1m63um¢q I I CAaw-6mt O O � z 36"X36"AT HIGHWAY/STREET wALMART BLUE=SwgoJ6 Sa¢ W Ll7 W INTERSECTIONS �Iro 5/16'GR.5 a 30"X30"WITHIN FLANGED BOLT u O c PARKING LOT In A 5/16'GR.5 O 0. WALMART BLUE=SWpOJ6 SERRATED 0 o_ p8¢I�ap p8¢f�ap FLANGED NUT SEE SITE PLAN FOR NUMBER OF"STOP" "CALL IN SIGN" "INFORMATIONAL SIGN" Z " PAVEMENT MARKINGS rvTS. N.T.S. NOTE: WHITE LEGEND WHILE GALVANIZED GALVANIZED p z c ON BLUE ON BLUESOUARE TUBE SQUARE TUBE PLAN VEW „ 1. WORDS AND LINES SHALL BE BncrccRourvD BAcrcc TM MN `LI p APPLIED IN ACCORDANCE WITH GUSTQRDu O .HEIGHT OF SECTIONS 3B.16 AND 3B.20 OF THE GOLD I Borr MANUAL ON UNIFORM TRAFFIC USE 4"SCH.40 - BE T-' FNIATHE - 0 Cn m 12 4 CONTROL DEVICES FOR STREETS AND STEEL PIPE FILLED W/ BE J'a^Icry STROKE W1DTi HIGHWAYS. CONCRETE WITH TOP ROUNDED AND PAINTED Rmmd REFE PENCE TRAFPC YELLOW THE MIN HEIGHT OF 2 SEE PLAN 2. THESE WORDS AND BAR ARE TO BE STE LAN I SEE TUBE POST 0 In BREAK AWAY THE B070M OF THE PAINTED"WHITE'WHEN IN PARKING FOR SIGN oWEST SIGN SHALL NUMBERING BE J'-0- LOT AND"RETROREFLECTIVE WHITE SLOPE TOP I SLOPE TOP WITH GLASS BEADS",PER of CONCRETE a CONCRETE SUPEROENTER REMODEL 4"WIDE DOUBLE SOLID SPECIFICATIONS,WHEN AT EXITS w�Me . O YELLOW STRIPE(AS FROM PARKING LOT TO PUBLIC °'"�`°" PAVED SURFACE SHOWN ON PLANS) STREETS. W LMART BLUE= I cftouxD suRF GROUND ISSUE BLOCK SW#076 W RT BLUE r ONC IlT P.C. '¢ C NCRETEIBASE CENTERLINE OF DRIVE MSWGOJ6 E 3 CONCRETE EASE II OR EDGE OF ENTERING ssw#6eo4 I PARTIAL ELEVATOR LANE g SQUARE TUBE BREAK AWAY POST STOP PAVEMENT MARKINGS — STREETS AND "STALL DESIGNATION "LOGO SIGN" 10 ROADS - B SIGN" (SMALL) ob/zs/, SINGLE POST WITH BOLLARD SINGLE POST WITH BREAK AWAY POST ON sLUEGE" (WHEN IN A PAINTED ENDCAP) (WHEN IN A CURBED ISLAND) RACKGRFUND NOTES FOR SINGLE POST WIT—P— OMPL' IPDRTA���l.FEDERAL HIGHWAY 1 SLLOSIANSGORTATI COMPLY,FED FEDERAL U.S.DEPARTMENT SPECIFIED,MOUNT SIGNS TO POST IN ACCORDANCE WITH MNANUFACTURER'SLNSTRUCTIONS.AS IFII!',(,1 OF TRANSPORTATION,FEDERAL HIGHWAY poc�[ a pace[ a ��C��a WUBE TROF CITEDDES ESMOADMINISTRATIOUNT OCALNS LCODES T OF INACCORM ACCORDANCE GALVANIZES-2'NE 12g I)I 1 I)I SPECIFED.MOUNT SIGNS i0 POST IN ACCORDANCE POST TUBES-2"x2"12ga IUD IJJJ� IL1� WITH MANUFACTURER'S INSTRUCTIONS. POST GO BE SHALL MEET ASTM A1011 GRADE 50. 2. GALVANIZED SQUARE TUBE POST TUBE GALVANIZED AS PER ASTM A653 GRADE 90. V POST TUBES-2°x2"129. ANCHOR Y -ANCHOR TUBE-SHA 129a POST TUBE SHALL MEET ASTM A1011 GRADE 50. HEAVY DUTY ANCHOR TUBE SHALL MEET ASTM A500 GRADE B. POST TUBE GALVANIZED AS PER ASTM A653 STRUCTURAL TUBE AND STEEL SHALL BE HOT DIP GALVANIZED PER ASTM A123. CHECKED BY: BDA GRADE DO. THE UPPER SIGN POST SHALL TELESCOPE INSIDE THE ANCHOR TUBE A MINIMUM OF 12'.THE ANCHOR WALMART BLUE=EWp076 TUBE SHALL BE A MINIMUM 27"DEEP WITH 3"MIN.4 MAX,EXPOSED ABOVE FINISH GRADE. DRAWN BY: NAG "DIRECTIONAL SIGNS" PROTO CYCLE: - NEVER LESS THAN T LAYOUT PER NEVER LE55 THAN 9' (LEFT, STRAIGHT, NEss sroP SIGN Is usfp7 DETAIL/sn�Iv eN (UNLESS STOP SIGN Is USED) DOCUMENT DATE: 09/03/2025 NEVER LESS THAN 9' LAYOUT PER RIGHT LAYOUT PER LESS STOP SIGN IS USED) YOU PER NEVER LESS SIGN N 9' STRIPING STRIPING (UN N USED) DETAIL/SITE PLAN y-0.. QQN DETAIL/SITE PLAN WHILE LEGEND DETAIL/GTERPLAN - µ, ON BWE A BACKGROUND 4.0.. ~ O/ j SPARK GUSTO -- p coLLJ PICKUP PARKING SIGNAGE. _ WALMARTFURNISHED, ,p CONTRACTOR INSTALLED. M F `> 4p CENTER SIGN IN PARKING STALL. .30"STOP SIGN MOUNTED TO Oh nL REF SITE PLAN BASE DETAILS _ v p0"STOP SIGN MOUNTED i0 POST WTH BREAK AWAY POST ryp D O SIGN ON POST W4- ST--pTH SIGN ON POST MITI STOP SIGN OTHLT- OST W TH BREAK AWAY POST SIGN ON POST(ALL SIGNS EQUAL w O ,� BOLLARD BOLLARD BOLLARD ON POST W 5 ON POST(ALL SIGNS EQUAL WIDTH ALL"BE MOUNTED 'N 36"STOP SIGN SHALL BE 09/03/2025 11 U^/`�/ POS BOLLARD N6'STOP SIGN SHALL BE INSTALLED ON POST WITH IGNTO OR GREATER THAN LAI IN STALLED ON POST M1T1 BOLLARD MATCH COLOR OF EXISTING WIDTH SHALL BE MOUNTED ON BOLLARD SHALL WITH BOLLARD) POST W1Ti BOLLARD) STRIPING IN PARKING CURBED ISLAND - 90' i ITrP 10'0' STALLS IN PARKING LOT PAINTED ENDCAP - 60' CURBED ISLAND - 60' (ONLY YELLOWORWHITE) PAINTED ENDCAP - 90' SIGN LOCATIONS - 90° PARKING ryP W T = SIGN LOCATIONS - 60' PARKING SIGN LOCATIONS - 90' PARKING SIGN LOCATIONS - 60' PARKING sRT BLUE 0 U 4 GUSTO SWO904 TYP "LOGO SIGN" SIGN MOUNTING AND BASE (LARGE) HT,. O6/13/19 I I I I MUTCO WI7-1-SPEED HUMP" PARKING STALLS 18' BACK TO BACK SIGN,INSTALL AT LEADING EDGE OF SPEED CUSHIGH OR AS INDICATED ON THE B - EDGE OF 1RAVLL LANE AND/OR -SPEED HUMP SIGN-DETAIL TYPICAL CURB AND GUTTER (IF M=UCA —¢ — NOTE:PROVIDE 1BETWEE E%PANSIONJCI — — N IDEWAILK �7-0'�VARIES FROM i'-6'TO 5' A A AND TALL FIXED OBJECTS III ALL SPEED CUSHIONS SHALLED HUMP SPEED MAAAAfififik NGS(TYP.) BE MINIMUM 6'MADE 'MIN. 1(2-RADIUS TOOLED JgNT OR B -I 1 PLAN VIEW 1 DEEP SAWED aOINT(Tw.) 1 1 SEE SITE PLAN U THIS SPEED CSTRIPEI WILL HAVE q VARIES FROM 1'-6'TO 2' 1/4'THLID FELLOW STRIPE CENTERED ON NESs EXTEND EOINi FILLER EXPANSION DEPTH OF SIDEWALK 3s MAX.X. 2• SLOPE 1/4-/FT. ( (�) CENTERLINE OF TRAVEL PATH YEFR) 1 SPEED CUSHION IS W HIN B R) 5.0' 5.0' P 5,0'EX NSI 5.0' IN ILL50SPA D 50 O.C.O MA5.0' + 1 1 MAX.M(TYP) /2p 1 JJ— WIDE 6'LONG SWO I5 OW LINE HUMP ` )� (MEN SPEED CUSHION IS ON BFRJ VARIES FROM i'-6"TO 2' T' P T LE'L REQUIRED REINFORCEMENT 'AGGREGATE BASE (TER) PC CONCRETE FROM C�ETJT IOIJS ONE Of TRAVEL PDUTM WILLRBE N.3"BARS 24"O.0 COURSE COMPACTED TO •'^TI TO OUTER UNITS OF TRAVEL P 1 SECTION A-A 6Acn a-4xa M 4WW OR COURSE STD.PROCTOR(Tw7 SECTION B-B T.P.c"..cx s'ocl "T" 1 6 x 6 W't a xOrts VARIES MOM I'-6'TO 5' CONCRETE SIDEWALK L SITE T CUSHIONS IH CHEVRONS DTVALKPC _ - - Txls oFTal PRIvaTF PaRKwc LOT sxau e[PER AS ELDER TO,COVER DETAILS ' o a NUMB WIJ-I"SPEED HUMP" TRAVEL PATH DM S. INSTALL AT LEADING a TxFSF N wcs—To ec vairvTm R Ta EF—IIGE EDGE OF SPEED CUSHION OR AS INDICATED ON THE CROSSWALK MARKING PEED HUMP SIGN-DETAIL W/ LONLI GMODIFIED)STRIPES MUTCD W17-1 I BOLT ON A�—!�� '�—'/•� SPEED HUMP SIGN SPEED CUSHIONS „-, sHEEr CS2.3 1 2 3 4 5 6 7 8 9 1G 11 ° a I I a Jo- 4a 27.84 ME 27R4 ME a¢a� ,_12 27.99 ME - ___ y I I 2e.13 Me -- -ze.oe ME ---------"-28.1f ME 28.03 ME \� a I KEY MAP 10.3' 0',To SI a a I cues TRAN sm 28.37 ME LEGEND ON 2s.e2 ME/SW GRADING LEGEND 28.49 SW 28.27 FL 28.40 FL 33.4 6"i0 0'CURB TRANSITION 28.77 iBC 28.90 TBC - ° 28.09 FL/ME 28.88 SW / 28.60 FL 28.06 R/ME �-- --���� PROPERTY BOUNDARY y T 28.86 ME/SW 28.59 TBC/ME 29.10 TBC PERF-Z�5^69.�Sp a a 4� -I 28.56 7BC/ME -----XX%% ---- EXISTING MAJOR CONTOUR EXISTING BUILDING TO REMAIN SD PERF�-O.I9%'SD PERF "d p. _ o . 7 ��' PERF 28.14 FG -------- -------- C 28.09 FG -XX- EXISTING MINOR CONTOUR EXISTING CURB&GUTTER i0 REMAIN °a a 28.17 UP/ME e 28.56 SW/OBE x FF=128.98 a' C 0.30% 28.10 UP/ME X% PROPOSED MAJOR CONTOUR EXISTING CURB AND GUTTER TO BE REMOVED 28.90 ME/SW/OBE SO PER a m� I XX PROPOSED MINOR CONTOUR X EXISTING FENCE TO REMAIN a a °4 28.11 FL/ME - XX.%% PROPOSED SPOT ELEVATION I I EXISTING ASPHALT PANNG TO REMAIN C 2.2 F 26.90 ME/SW/OBE 28.61 1BC/ME 2912 RUC 28.05 FL/ME � 1BC PROPOSED TOP OF CURB ELEVATION EXISTING ASPHALT PANNG i0 BE REMOVED a 28.55 TBC/ME -UE- ERF 28ME/OBE FL PROPOSED FLOWUNE ELEVATION EXISTING CONCRETE PANNG/SIDEWALK .86 28.90 ME/OBE 131/ o FF FINISHED FLOOR 7 d. PROPOSED CONCRETE PAVING/SIDEWALK LL` FG FINISHED GRADE ------- UNITS OF SAWCUT O O O d A�ILL jI ME MATCH EXISTING UE EXISTING ELECTRIC LINE TO REMAIN 0 c:D L'i O PROPOSED a ° / / II OBE DO BUILDING ELEVATION -SS- EXISTING SANITARY SEWER LINE TO REMAIN O O z EXPANSION / III 2.00% EXISTING SLOPE -SD- EXISTING STORM SEWER UNE TO REMAIN ~In FEE=128.98 - �/ L12) Li]In 2.00% PROPOSED SLOPE � LJ F,, a H - - - - O O a W EXISTING WATER ONE TO REMAIN g IRR- EXISTING IRRIGATION ONE TO REMAIN E z ELL a / I CV m d O __ � - i I EXISTING STORM SEWER STRUCTURE �� SID PEW 1 S D 0 '-' p I I NOTES � � 0 ED� Q EXISTING ELECTRIC STRUCTURE O x I. ELEVATIONS ON THIS PLAN MAY BE EXPRESSED WITH THE FIRST TWO DIGITS TRUNCATED.ADD 100 TO \ I THESE ELEVATIONS. IK a \ I 2, ALL GRADES SHOWN ARE TO FLOWLNE UNLESS OTHERWISE NOTED. un q 1 -0 ^ • EXISTING SITE SIGN TO REMAIN p ALL PEDESTRIAN SIDEWALKS SHALL NOT EXCEED 2%CROSS SLOPE OR 5%LONGITUDINAL Z \ q q • PROPOSED SITE SIGN m 0 SUPERCENTER REMODEL GRADING PLAN-EXPANSION GRADING PLAN - SIDEWALK �_ EXISTING ADA PAVEMENT MARKING TO REMAIN SCALE 1-=10' SCALE 1'=10' d� ISSUE BLOGK EXISTING WATER STRUCTURE E d l p i a 4 PROPOSED ELEVATION INSERTA TEE CONNECTION --INVERT ELEVATION=121.05 PROPOSED CLEANOUT WITH VERTICAL BEND \ EXISTING 18'STORM SERER 0 0.6R INVERT ELEVATION==1� \ PROPOSED 8"PVC • CHECKED BY: BOA 20 LF 0 1.00% _ e 12g--' DRAWN BY: NJG ° a° PROTO CYCLE: - ----------- ___ - -- PROPOSED CIL ANOUT ° DOCUMENT DATE: 09/03/2025 INVERT ELEVATION=125.78 - ° a Q ° p$�pON IIRMPOgD U11RY pt065Hp1 PROPOSED 8'PVC a 20 LF®1.00% CONTRACTOR TO ENSURE POSITVE DRAINAGE BETWEEN PERF $p, SD PERF- FOOLING DRAIN CONNECTIONS , c. -d a. a SD PERF PERF a.' a ° °.a sSlONAL� PROPOSED 8'ROOF DRAIN CONNECTON SD PER 09/03/2025 INVERT ELEVATION=125.98 CONTRACTOR TO RELOCATED EXISTNG FOOTING DRAIN AND CONNECT AT EXISTING INVERT. G ERF CONTRACTOR TO RELOCATED EXISTING FOOTING ------- DRAIN AND CONNECT AT EXISTING INVERT. PROPOSED EXPANSION FEE=128.98 H ROOF DRAIN PLAN SCALE _'° GRADING GRAPHIC SCALE PLAN 30 0 15 30 60 120 IN FEET I I InGt=30 It SHEET: CS3.0 1 2 3 4 5 6 7 8 9 10 11 PROOED PICK P AREA N A O �o loon o AdIlk EYISTIIT�-, PL',;UP &�� g AREA �1 = --aa g =E2 1 1 � r'\------------------ KEY MAP Lc� APPX.1'=200' SD- _D --- LEGEND ----- { ---- GRADING LEGEND PROPERTY BOUNDARY -- --%X%% --- EXISTING MAJOR CONTOUR EXISTNG BUILDING TO REMAIN __ CLOD� � " �•,° ,• - � \ ---- ----XX-- ------ E%ISTING MINOR CONTOUR — EXISTING CURB&GUTTER i0 REMAIN PROPOSED MAJOR CONTOUR E%ISTING CURB AND GUTTER TO BE REMOVED ' SDP L _- i \- XX PROPOSED MINOR CONTOUR X EXISTING FENCE TO REMAIN SC \ S�y .OUTDOOR t %%.%% PROPOSED SPOT ELEVATION EXISTING ASPHALT PAVING TO REMAIN J I SD�.PERF SCi'pE7R , SALES E C ❑PER� I AREA imy�I � EC PROPOSED TOP OF CURB ELEVATOR EXISTING ASPHALT PAVING i0 BE REMOVED FL PROPOSED FLOWUNE ELEVATION EXISTING CONCRETE PANNG/SIDEWALK PROPOSED LOD FF FINISHED FLOOR EXPANSION G. PROPOSED CONCRETE PAVING/SIDEWALK FEE=128.88 GARDEN FG FINISHED GRADE LIMITS OF SAWCUT O CENTER o SAT AREA ES ME MATCH EXISTING SD EXISTING STORM SEWER LINE TO REMAIN 0 C� Li O j OR BOTTOM OF RAMP Z '_. R� TR TOP OF RAMP D EXISTING STORM SEWER STRUCTURE n n F-r, OBE OUTER BUILDING ELEVATION LLI ® 2009, EXISTING SLOPE Q F 00 18% EXISTING ELECTRIC STRUCTURE (n o \y��V��//] IIF Iy�'7'Illfll�r. OOO 2.00% PROPOSED SLOPE � �-�COD---��- LIMITS Q W a V V LJ LJ LJ L3 V O O O a .p U Z Li L LOD BS OF DISTURBANCE �.J M -��� n � EXISTING SITE SIGN TO REMAIN � � S U P E RC E N T E R Op —————————— IPO ON-GRADE INLET PROTECTION(IP-4) -� • PROPOSED SITE SIGN 0 Na I4/� $C PROPOSED SAWCUT UNELLJ w O'fee 'o EXISTING ADA PAVEMENT MARKING TO REMAIN W x LOD Q CF CF CONSTRUCTION FENCE Q� O #03757-1000 IRS $ R$ o 2�% O O O SDP SILT DIKE ON PAVEMENT m z EXISTING WATER STRUCTURE y o � RS ROCK soac l� SDPER6•. 1.73% SUPF.RCENTER REMODEL ISSUE BLOCK NOTES EROSION CONTROL PLAN I. ELEVATIONS ON THIS PLAN MAY BE EXPRESSED INTO THE FIRST TWO DIGITS TRUNCATED ADD 100 TO THESE ELEVATIONS. SCALE 1°-30' 2, ALL GRADES SHOWN ARE TO FUDI UNLESS OTHERNISE NOTES. E 3. ALL PEDESTRIAN SIDEWALKS SHALL NOT EXCEED 2%CROSS SLOPE OR 5%LONGITUDINAL 4. THE PLAN SHALL NOT SUBSTANTIALLY CHANGE THE DEPTH OF COVER,OR ACCESS TO UTILITY FACNTIES.ADDITIONALLY,THE PLAN SHALL NOT INCREASE OR DIVERT WATER TOWARDS UTILITY FACIUTIES.ANY CHANGES TO UTILITY FACILITIES TO ACCOMMODATE THE PLAN,MUST BE DISCUSSED AND AGREED TO BY THE AFFECTED UTILITY PRIOR TO IMPLEMENTING THE PLAN.THE RESULTING COST i0 RELOCATE OR PROTECT UTIUTIES.OR PROVIDE INTERIM ACCESS IS AT THE EXPENSE OF THE PLAN APPLICANT 5. ROCK SOCKS MAY BE USED IN LIEU OF SILT DIKE ON PAVEMENT BUT MUST BE COORDINATED WEN COG FOR APPROVAL CAUTION - NOTICE TO CONTRACTOR 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS CHECKED BY: BOA PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND 0 DRAWN BY: NJG F AN APPROXIMATE LOC ONLYY..IT ISO THE CONTRACTOR'S RESPONSIBILITYOTO / PROTO CYCLE: - FIELD VERIFY THE LOCATION OF ALL UTILITIES,PUBLIC OR K^—wnar.below. DOCUMENT DATE: 09/03/2025 PRIVATE,WHETHER SHOWN ON THE PLANS OR NOT, Call ll, oreywdlg. PRIOR TO CONSTRUCTION.REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO CONSTRUCTION. DON wasq � 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY,IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY,EITHER THROUGH POTHOLING OR ALTERNATIVE ` METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. %,p A� 606 C6���OlIVAILL 09/03/2025 G H EROSION AND GRAPHIC SCALE SEDIMENT 30 0 15 30 60 12, CONTROL PLAN IN FEET I I In&=30 It SHEET: CS4.0 i SPECIAL INSPECTION AND TESTING AGREEMENT Connn inity and Economic Development City of Arlington• 18204 59th Ave NE•Arlington,WA 98223 • Phone(360)403-3551 In accordance with International Building Code Chapter 17,where application is made for construction as described in this section,the Owner or the License Design Professional responsible for,and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. Property Address: 4010 172nd St NE, Arlington, WA 98223 Lot#: 003-01 parcel ID No.: 00930300000301 Subdivision: Remodel of existing store with updated fixtures and finishes and an expansion of the Project Description: storage area for online grocery pickup Primary Contact: ❑✓ Owner ❑✓ Architect ❑ Engineer ❑✓ Contractor Owner Name: Walmart INC, Jose Garduno Office No.: Email Address: Jose.GardunoO@walmart.com Cell No.: 479-670-1745 Mailing Address: 2608 SE J St City: Bentonville State: AR Zip: 72716 Architect Name: Mariah Meyer Office No.: Email Address: mariah.meyer@brrarch.com Cell No.: Mailing Address: 8131 Metcalf Ave, suite 300 City: Overland Park State: KS Zip: 66204 Professional License Number: 13088 Expiration Date: 08/16/27 Brian C. Belden 816-421-4200 Engineer Name: Office No.: Email Address: brian.belden@jbaengr.com Cell No.: Mailing Address: 930 Central St City. Kansas City State: MO Zip: 64105 Professional License Number: 2010445 Expiration Date: 4/2/2027 Sletten Construction Company 208.658.9888 Contractor Name: p y Office No.: Email Address: awiedemer@sletteninc.com Cell No.: 208.631.5764 Mailing Address: 6202 West Gowen Road City: Boise State: ID Zip: 83709 L&I Contractor- License Number: SLETTCC2020B Expiration Date: 10/20/2025 Before a permit can be issued: The owner, Architect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules.A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Page 1 of 4-RF.V03.2022 SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2018 IBC. THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1. Duties and Responsibilities of Special Inspector a. Observe Work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/or project drawings may be used only as an aid to inspection. b. Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report. If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person, and notify the project Architect or Engineer. c. Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the job site with the contractor-for review by the City of Arlington. d. Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the City of Arlington,project Architect/Engineer,and others as designated.These reports must include the following: i. Description of daily inspections and test made,with applicable locations. ii. Listing of all non-conforming items. iii. Report on how non-conforming items were resolved or unresolved,as applicable. iv. Itemize all changes authorized by the Architect/Engineer of Record and City of Arlington if not included in non-conformance items. e. Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported,and to the best of his/her knowledge,in conformance with the approved design drawings,specifications,approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required,etc.) shall be specifically itemized in this report. 2. Contractor Responsibilities a. Notify the Special Inspector: The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b. Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c. Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington,upon request. 3. City of Arlington a. Approve Special Inspector: The City of Arlington shall approve all Special Inspectors prior to performing any inspection. b. Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. Page 2 of 4- REV03.2022 4. Owner Responsibilities a. Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5. Architect or Engineer of Record Responsibilities a. Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b. Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction, testing of backfill and or road beds as recommended by the geo-tech engineer, and structural welding as work progresses. 6. Indicate items requiring special inspection,structural testing,or structural observations by checking the appropriate box. 71 STRUCTURAL STEEL ......................................................................... (IBC 1705.2.1 &1705.12.1) El STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL ....... (IBC 1705.2.2) In CONCRETE CONSTRUCTION ............................................................. (IBC 1705.3) In MASONRY CONSTRUCTION ............................................................... (IBC 1705.4) ❑ WOOD CONSTRUCTION ..................................................................... (IBC 1705.5, 1705.11.1 & 1705.12.2) In SOILS CONSTRUCTION ....................................................................... (IBC 1705.6) ❑ DRIVEN DEEP FOUNDATIONS .......................................................... (IBC 1705.7) ❑ CAST-IN-PLACE DEEP FOUNDATIONS ............................................. (IBC 1705.8) ❑ HELICAL PILE FOUNDATIONS .......................................................... (IBC 1705.9) ❑ SPRAYED FIRE-RESISTANT MATERIALS ......................................... (IBC 1705.14) ❑ MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS ........... (IBC 1705.15) ❑ EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) .................. (IBC 1705.16) ❑ FIRE-RESISTANT PENETRATIONS AND JOINTS ............................. (IBC 1705.17) Only required for high-rise buildings or those assigned to Risk Category 111 or lV per IBC Table 1604.5. ❑ SMOKE CONTROL ............................................................................... (IBC 1705.18) ❑ ARCHITECTURAL COMPONENTS ..................................................... (IBC 1705.12.5) Only required for buildings located within Seismic Design Category D, E, or F ❑ PLUMBING, MECHANICAL& ELECTRICAL COMPONENTS ............. (IBC 170S.12.6) Only required for buildings located within Seismic Design Category C, D, E,or F ❑ SEISMICALLY ISOLATED SYSTEMS ................................................... (IBC 1705.12.8) Material alternatives or unusual design applications ❑ SPECIAL CASES .................................................................................... (IBC 1705.1.1) ❑ MISCELLANEOUS AREA These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. Page 3 of 4- RF.V03.2022 Acknowledgements I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF THIS AGREEMENT. (Attach more sheets for signatures if necessary) Owner Name: Jose G Garduno Date: 09/04/2025 Signature: Con tractor-N-aiu • e ons r ction Company Date:09/04/2025 Si nature: 1 Suhmit written statement of responsibility in acc •dance with IBC Section 1704.4. Special Inspector Name: Myndi Kraft Date: 9/4/2 5 Sign ture: V 4`� ` ,`U� ❑ Submit WABO certification for special inspection agency and inspectors, (or) ❑ Submit Special Inspection agency documentation for Building Official approval. Names of Special Inspectors Scope of Work.Submit copies of inspector certifications provided for each discipline. Inspector Name: Carl Harrington ScopeofWork: Soils, Masonry, Concrete Inspector Name: Michael Mattox Scope ofWork: Soils, Masonry, Concrete, Steel Inspector Name: Earl Uy Scope of Work: Concrete Inspector Name: Marco Martinez Scope of Work: Concrete, Masonry Inspector Name: Dave Bernier Scope of Work: Concrete, Masonry Inspector Name: Dan Weber Scope of Work: Concrete, Masonry Architect/Engineer of R rd Bria iden Date:8/29/25 Signature: Structural Observer Date: Signature: ❑ Statement of Special Inspections completed and submitted in accordance witli IBC Section 1704.3. ❑ Structural Observations required in accordance with IBC Section 1704.5. SAVE Page 4 of 4- RF.V03.2022 BUILDERS FOR LIFE SLgLENJ 208.658.9888 1 bsharp(@-sletteninc.com 6202 West Gowen Road, Boise, Idaho 83709 September 4, 2025 Building Official City of Arlington 18204 591h Avenue NE, Arlington, WA 98223 Contractor's Statement of Responsibility — IBC Section 1704.4 Project Name: Walmart Store #3757 Project Address: 4010 172nd Street NE, Arlington, WA 98223 To Whom It May Concern: This letter serves as the written Statement of Responsibility for Sletten Construction Company, in accordance with Section 1704.4 of the International Building Code (IBC). We are the contractor responsible for the construction of the main wind- and/or seismic-force-resisting system for the project located at 4010 172nd Street NE, Arlington, WA 98223. By signing below, we formally acknowledge the following: 1. Awareness of Requirements: We have read and are fully aware of the special inspection and testing requirements specifically related to the wind- and/or seismic-force-resisting systems as outlined in the Statement of Special Inspections for this project. 2. Control of Conformance: We will exercise the necessary control over our work to ensure that construction conforms to the approved construction documents and is completed in accordance with the special requirements identified in the Statement of Special Inspections. We understand our responsibilities regarding the special inspection process and will cooperate fully with the special inspector and registered design professional in charge. If you have any questions or require additional information, please contact us. Lncere)l William Sharp Vice President Sletten Construction Company SLETTCC2020B 208.658.9888 bsharp@sletteninc.com www.slettencompanies.com �1 r I^ 40 10 jr Click throughout to learn more about Terracon. �r 'erracon Explore with us Reach your destination with confidence Wherever you are on your project journey,Terracon's organic expansion and innovation as well as the employee-owners are ready to meet you and help you acquisition of more than 60 firms with specialized reach your goal.Since our founding in 1965,Terracon capabilities.A focused and uncompromising has grown and evolved to become a thriving, employee- dedication to safety has been integral to how we owned, multidiscipline engineering consulting firm. support our employees, clients, and communities. Our more than 6,000 curious minds include engineers, scientists, architects,facilities experts, and field Throughout the life of your project,we won't just professionals focused on solving engineering and point the way-we'll go with you. From site selection, technical challenges from more than 175 locations to design and construction,to maintaining the life of nationwide. On-time and real-time data driven insights, the structure,we'll help you achieve success through provided by our talented employee owners, create an engineering and scientific expertise, a passion for unmatched client experience that spans the lifecycle of problem-solving, an uncompromising commitment to any project from earth-to-sky. safety, and a drive to explore. Terracon ranks as a top 20 design firm by Engineering We're ready when and where you are. News-Record(ENR). Our successful growth has included Explore with us! r 'A 1 ' 1 1 1 �� HEALTHCARE TRANSMISSIONINFRASTRU RE -i-- -i-7 II, ��i 1 �7� 1IGITAL1 Services we provide Facilities Environmental Geotechnical Materials ■ Building Enclosure ■ Due Diligence+Transactional ■ Geotechnical Engineering ■ Construction Quality Consulting and Testing Support and Rock Mechanics Assurance/Quality Control ■ Building Enclosure ■ Site Investigation and Closure ■ Laboratory Testing ■ Construction/ Commissioning ■ Remedial Design ■ Geostructural Design Special Inspection ■ Structural Consulting and Implementation and Instrumentation ■ Materials Engineering ■ Mechanical,Electrical, ■ Brownfields+ ■ Pavement Management ■ Field Laboratory Testing Plumbing(MEP)/ Site Redevelopment ■ Collaborative Reporting/ and Analysis Energy Consulting, ■ Asbestos and Industrial Decision Making ■ Construction Observation Commissioning/ Hygiene Consulting ■ and Monitoring Retro-Commissioning Engineering Consultation ■ Disaster Response During Construction ■ Pavement Consulting ■ Facilities Asset and Engineering Management Consulting ■ Environmental Planning ■ Stagel Site Considerations g g and Permitting ■ Site Characterization ■ Structural Steel and ■ Contruction Management ■ Landscape p , (Subsurface Exploration, Nondestructive Testing ■ Facility Condition Planning,and Design In-Situ Testing, Assessments and Geophysics) Regulatory Compliance ■ Construction Risk ■ Solid Waste Planning ■ ADA and Accessibiity and Design Consulting ° � o ENR Rankings 2024 °gig Nga O r) w �0 2023 Ranking* o 000 o m o o� Asbestos and Lead Abatement* °° ° TR r r a co°hv c�° ° Top 100 Pure Designers Scan the QR Code $° 0 0 to learn more about o o o Top 500 Design Firms Terracon Services Imp Top 150 Global Design Firms* ❑■ , h. Top 200 Environmental Firms* r rerracon Explore with us I� rracon .� Explore with us Nationwide I Terracon.com CONTACT Eric Kunz, P.E. Kevin Graham Senior Principal Principal D(425)361-0345 D(425)742-9360 M(425)218-4618 M(206)356-3212 eric.kunz@terracon.com kevin.graham@terracon.com Employee-Owned More than 50 Years of Service (425) 771-3304 Terracon.com l A r. M. Ii 1 i � 1 � was HYDRAULIC CONDUCTIVITY ,l I� TESTING ASTM 1:4 • � II 40 4w "IC7 III FPP- '.. \ �" ► ti Materials Consulting Laboratory Testing Services Laboratory testing of construction We continually apply new technologies Terracon's multidiscipline services include materials is the point where science to improve and expedite our services to geotechnical engineering and testing, intersects with quality,safety, and solve your project challenges in a timely, allowing us to characterize your site performance.At Terracon, our laboratory reliable,and cost-effective manner. and use that knowledge to develop our professionals combine materials expertise, approach for the materials testing that sophisticated testing equipment, and a Quality is the top priority of all our follows, ensuring that all materials used rigorous quality management system to laboratory services. In addition to our on your project are as solid as the ground deliver accurate, precise,timely results- internal Quality Management System they are built on. and the confidence that comes with them. (QMS),we maintain laboratory certification through third-party, industry-recognized 0 We Perform Field and Laboratory Experience and Expertise accrediting agencies.Our quality Testing Services including: Terracon owns, operates, and maintains commitment is rooted in our core value : Soils Concrete more than 140 construction materials and of safety. Our laboratory technicians are . Masonry geotechnical laboratories across the U.S. internally trained and externally certified • Bituminous Asphalt/Materials Our laboratories are equipped to perform as part of"doing things safe and right"for • Aggregates a wide variety of tests while following strict the benefit of our employees, clients, • Structural Steel internal guidelines to deliver the most and communities. • Other Specialties thorough and reliable data possible. Our Independent Laboratory Our national laboratory resources allow Accreditations include: In addition to routine material property us to quickly process large volumes of test AASHTO,AMRL, CCRL, COE, CMEC, testing,we also provide advanced specimens, reducing the risk of delays to A2LA, and NVLAP. Our QMS has been shear strength,swell/consolidation, your critical project timelines.And,with a reviewed, as appropriate, on projects petrographic,steel,wood, geosynthetics, local presence,we have deep familiarity requiring NQA-1 compliance. and rock mechanics test data to meet with specifications of numerous state and testing needs for even the most federal agencies. complex structures. I= off Nationwide Facilities r ierracon Environmental ■ Geotechnical Explore with us Terracon.cOM ■ Materials 4 , 4 ll. `e ee 3 SIEVE ANALYSIS OF AGGREGATE ASTM: 136 fir l JF CAPPING CONCRETE GROUT ♦ , • Why Terracon? Resourceful.Terracon laboratories are equipped to perform "Terracon was involved from design and also provided a variety of sophisticated tests to identify, prevent, or resolve issues.We deliver solutions on time to avoid delays, surprises, testing services through the entire project, which and costly mistakes down the road. included approximately 75,000 cubic yards of structural Responsive.With our national network of offices,Terracon can embankment along a canal. Terracon displayed a high mobilize quickly to provide practical solutions on one or multiple projects that optimize performance, structural integrity, and level of professionalism, knowledge, and promptness." public safety. -LANE MULLENAUX, Reliable.Terracon delivers consistent, high-quality service ASSISTANT SUPERINTENDENT, through our proactive, collaborative approach,yielding solutions PCL CONSTRUCTION, INC. that extend service life, reduce cost of ownership,and maximize your return on investment. FIELD DATA COLLECTION COMMUNICATION OF RESULTS TO ALL PARTIES DATA ® MANAGEMENT SYSTEM Aeattle Lynnwoodm- yTacoma �� 24 Hour , Real-time =- Tracking and — I Report Delivery O EMAIL NOTIFICATION <�. AND ALERTS R Portland a PROJECT MANAGEMENT r -- ONLINE REVIEW DEVIATIONS/NON-CONFORMANCE ITEM TRACKING TO CLOSEOUT DAILY REPORTS AND DIGITAL SIGNATURES Contacts Kevin Graham Samuel Randolph Olivia Wilson 6 Terracon Office Manager Materials Group Manager Regional Marketing Lead D(425)697-1210 D(425)742-9360 D(425)697-1222 Nationwide ■ Facilities M (206)356-3212 M(864)401-9389 M(206)321-7229 ■ Environmental kevin.graham@terracon.com samuel.randolph@terracon.com olivia.wilson@terracon.com ■ Geotechnical Terracon.com ■ Materials Johnston Burkholder Associates JOB TITLE WM3757 Arlington, WA OPD 930 Central St Kansas City, MO .JOB No. 2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE CS2024 Ver 2024-01-10 www.struware.com STRUCTURAL CALCULATIONS FOR WM3757 Arlington, WA OPD 4010 172nd St Ne C- E//) c WAsh ^1, �vp e� K- n� J D11'C: . an a , DN'C d O 1410 00 - A8, 0= BURk OLDER ASSOCOPS,C- D 'yQ7��9.03 13:2_kW# 00' 9/3/25 JBAJOHNSTON BURKHOLDER AsSOCIATES consulting structural engineers DESIGN LOADS 930 CENTRAL ST • KANSAS CITY, Mo 64105 (816) 421-4200 • WWW.JBAENGR.COM ASCE ASCE Hazards Report AMERICAN SOCIETY OF CML ENGINEERS Address: Standard: ASCE/SE17-16 Latitude: 48.150478 4010 172nd St NE Risk Category: II Longitude: -122.175417 Arlington, Washington Soil Class: D - Stiff Soil Elevation: 129.00352890829652 ft 98223 (NAVD 88) �mnkPy f nlflt I Wind Results: Wind Speed 98 Vmph 10-year MRI 68 Vmph 25-year MRI 74 Vmph 50-year MRI 79 Vmph 100-year MRI 84 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Fri Jun 20 2025 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://ascehazardtool.org/ Page 1 of 4 Fri Jun 20 2025 ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 1.066 Sol N/A S, 0.381 TL 6 Fa 1.074 PGA : 0.452 FV N/A PGA M : 0.519 SMs 1.145 FPGA 1.148 SM1 N/A le 1 SIDS 0.763 C 1.313 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Jun 20 2025 Date Source: USGS Seismic Design Maps https://ascehazardtool.org/ Page 2 of 4 Fri Jun 20 2025 ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Snow Results: 2 Ground Snow Load, p9: 17 Ib/ft Mapped Elevation: 129.0 ft Data Source: Date Accessed: Fri Jun 20 2025 Statutory requirements of the Authority Having Jurisdiction are not included. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site-specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported `elevation' and mapped elevation' differ significantly from each other. Rain Results: 15-minute duration: No Data 60-minute duration: No Data Data Source: NOAA National Weather Service, Precipitation Frequency Data Server, Atlas 14 (https://www.nws.noaa.gov/oh/hdsc/) Date Accessed: Fri Jun 20 2025 For rainfall-event data in this area, see NOAA Hydrometeorological Design Studies Center, Current Precipitation Frequency Information and Documents for Washington. https://ascehazardtool.org/ Page 3 of 4 Fri Jun 20 2025 a v n C.D 0"9 � ti � i• - � l >gm$Bu4 oaN r zgo d� o fir p � N 0.4 TENTHS OF AN INCH PER HOUR a �_ 2'0.4=0.8 TENTHS PER 15 MIN ARCH IS USING 2.5/HR FOR 60 MIN DURATION 2`2.5=5.0"/HR(15 MIN) <� w h � v N OZ / LLa N i � LL N2 Johnston Burkholder Associates .JOB TITLE WM 3757 Arlington, WA OPD 930 Central St Kansas City, MO JOB No. 2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE www.struware.com Code Search Code: ASCE 7-16 Occupancy: Occupancy Group= B Business Risk Category& Importance Factors: Risk Category= II Wind Factor= 1.00 Importance Factor 1.00 Seismic Importance factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (0) 0.25/12 1.2 deg Building length 57.0 ft Least width 58.7 ft Mean Roof Ht (h) 16.9 ft Parapet ht above grd 22.0 ft Minimum parapet ht 1.0 ft hb for Elevated bldg 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor Partitions N/A Johnston Burkholder Associates JOB TITLE WM 3757 Arlington,WA OPD 930 Central St Kansas City, MO JOB No. 2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE Wind Loads : ASCE 7- 16 Ultimate Wind Speed 100 mph Nominal Wind Speed 77.5 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Bldg Directionality (Kd) 0.85 Kh MWFRS<=60 0.871 Kh all other 0.871 Type of roof Monoslope I Topographic Factor (Kzt) V(z) Topography Flat SPeed UP Hill Height (H) 1.0 ft H< 15ft;exp C } Half Hill Length(Lh) 1.0 ft Kzt=1.0 ! x(upwind) = x(da!ar adird) Actual H/Lh = 0.00 ~ "` H!2 Use H/Lh = 0.00 Lh H Modified Lh = 1.0 ft H!� From top of crest:x= 1.0 ft ' Bldg up/down wind? downwind ESCARPMENT H/Lh= 0.00 K, = 0.000 x/Lh= 1.00 K2= 0.333 V(Z) z/Lh= 16.92 K3= 1.000 Z Speed-up At Mean Roof Ht: V(Z) x(upwind) x(downwind) Kzt=(1+KlK2K3)"2= 1.00 H/2 H Lh "'<, H/2 M[i4w 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor h= 16.9 ft Flexible structure if natural frequency<1 Hz (T>1 second). B= 58.7 ft If building h/B>4 then may be flexible and should be investigated. /z(0.6h)= 15.0 ft h/B= 0.29 Rigid structure(low rise bldg) G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e = 0.20 Natural Frequency (qj)= 0.0 Hz f = 500 ft Damping ratio((3)= 0 Zmin= 15 ft /b= 0.650 c= 0.20 /a= 0.154 9Q, 9v= 3.4 Vz= 84.4 Lz= 427.1 ft Nt = 0.00 Q= 0.91 Kn= 0.000 Iz= 0.23 Rh= 28.282 n= 0.000 h= 16.9 ft G= 0.88 use G=0.85 RB= 28.282 n= 0.000 RL= 28.282 n= 0.000 gR = 0.000 R = 0.000 Gf = 0.000 Johnston Burkholder Associates JOB TITLE WM 3757 Arlington,WA OPD 930 Central St Kansas City, MO JOB No. 2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE Wind Loads - MWFRS h:560'(Low-rise Buildings)except for open buildings WALL EDGE ZONE Kz=Kh= 0.871 Ed e Strip a = 5.7 ft Base pressure(qh)= 18.9 psf End Zone a = GCpi= +/-0.18 Zone 2 length = 28.5 ft Wind Pressure Coefficients CASE A CASE B B=1.2 deg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi +GCpi 1 0.40 0.58 0.22 -0.4/-0.27 -0.63 2 -0.69 -0.51 -0.87 -0.6 -0.87 3 -0.37 -0.19 -0.55 -0.3 -0.55 4 -0.29 -0.11 -0.47 -0.4 -0.63 5 0.40.22 6 -0.2 -0.47 1 E 0.61 0.79 0.43 /0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 11.0 4.2 -5.1 -11.9 2 -9.7 -1 6.5 -9.7 -1 6.5 3 -3.6 -1 0.4 -3.6 -1 0.4 4 -2.1 -8.9 -5.1 -11.9 5 11.0 4.2 6 -2.1 -8.9 1 E 15.0 8.1 -5.7 -12.5 2E -16.9 -23.7 -16.9 -23.7 3E -6.6 -13.5 -6.6 -13.5 4E -4.7 -11.6 -5.7 -12.5 5E 15.0 8.1 6E -4.7 -11.6 Parapet Windward parapet= /hragm f (GCpn=+1.5) Windward roof Leeward parapet= f (GCpn=-1.0) overhangs= 13.3 psf (upward)add to windward roof pressure WINDWOVERHANG WINDWARDROOF Horizontal MWFRS Sim le Disures sf LEEWARD ROOF /ntene e dire on(normal to L) 1 1 l ! t ! 1 l ! 1 VERTICAL ne: all 13.1 psf oof -6.1 psf Wall 19.7 psf a Roof 10.2 psf inaI direction(parallel to L) TRANSVERSE ELEVATION ne: Wall 13.1 psf WI�V✓ARD ROOF LEEWARD ROOF ne: Wall 19.7 psf 1 1 1 1 1 1 ! 1 1 1NOT force shall not be less than that determined VERTICAL by neglecting roof forces(except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate 3 force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. LONGTTIIDINAL ELEVATION Johnston Burkholder Associates JOB TITLE W M 3757 Arlington,WA OPD 930 Central St Kansas City,MO JOB No.2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE Wind Loads - MWFRS all h (Except for Open Buildings) Kh= 0.871 GCpi= +/-0.18 Base pressure(qh)= 18.9 psf Bldg dim parallel to ridge= 57.0 ft G= 0.85 Roof Angle(0)= 1.2 deg Bldg dim normal to ridge= 58.7 ft qi=qh Roof tributary area: h= 16.9 ft Wind normal to ridge=(h/2)*L: 482 sf ridge ht= 17.5 ft Wind parallel to ridge=(h/2)*L: 496 sf Ultimate Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge L/B= 1.03 h/L= 0.29 L/B= 0.97 h/L= 0.30 Surface Cp ghGCP w/+q;GCPI w/-ghGCpi Dist.* Cp ghGCP w/+q;GCPI w/-ghGCPI Windward Wall(WW) 0.80 12.9 see table below 0.80 12.9 see table below Leeward Wall(LW) -0.49 -8.0 -11.4 -4.5 -0.50 -8.1 -11.5 -4.6 Side Wall(SW) -0.70 -11.3 -14.7 -7.9 -0.70 -11.3 -14.7 -7.9 Leeward Roof(LR) ** Included in windward roof Neg Windward Roof: 0 to h/2* -0.90 -14.5 -17.9 -11.1 0 to h/2* -0.90 -14.5 -17.9 -11.1 h/2 to h* -0.90 -14.5 17.9 -11.1 h/2 to h* -0.90 -14.5 -17.9 -11.1 h to 2h* -0.50 -8.1 -11.5 -4.6 h to 2h* -0.50 -8.1 -11.5 -4.6 >2h* -0.30 -4.8 -8.2 1.4 >2h* -0.30 -4.8 -8.2 -1.4 Pos/min windward roof press. 1 -0.18 -2.9 -6.3 0.5 1 Min press. -0.18 -2.9 -6.3 0.5 *Horizontal distance from windward edge **Roof angle<10 degrees.Therefore,leeward roof is included in windward oof pressure zones. For monoslope roofs, RISA UPLIFT entire roof surface is either GIRDER UPLIFT windward or leeward surface. LR Windward roof overhangs 12.9 psf(upward:add to ghGCp windward roof pressure) WR / (Parapet / SWj z Kz Kzt qp(psf) LW 22.0 ft 0.920 1.00 20.0 Windward parapet: 30.0 pst (G(;pn=+1.5) SW Leeward parapet: -20.0 psf (GCpn=-1.0) Z Windward Wall Pressures at'Y'(Psf) Combined WW+LW [`DIRECTION WnTD Windward Wall Wind Normal Wind Parallel z Kz Kzt gzGCP w/+gIGCPI w/-ghGCP( to Ridge to Ridge VAM NORMAL TO RIDOE 0 to 15' 0.85 1.00 12.6 9.2 16.0 20.5 20.6 wR h= 16.9 ft 0.87 1.00 12.9 9.5 16.3 20.8 20.9 wR ridge= 17.5 ft 0.88 1.00 13.0 9.6 16.4 20.9 21.0 �VR L� SW w ww 9 ti' %M;D DIRECTION VAND PARALLEL TO RIDGE LW fWRsw SW I � 2YP�CAL WIIfD Lo,,D®,c Johnston Burkholder Associates JOB TITLE W M 3757 Arlington,WA OPD 930 Central St Kansas City,MO JOB No.2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE Wind Loads - MWFRS all h (Except for Open Buildings) Kh= 0.871 GCpi= +/-0.18 Base pressure(qh)= 11.4 psf Bldg dim parallel to ridge= 57.0 ft G= 0.85 Roof Angle(0)= 1.2 deg Bldg dim normal to ridge= 58.7 ft qi=qh Roof tributary area: I - 16 9 ft � Wind normal to ridge=(h/2)*L: 482 sf ridge ht= 17.5 ft GIRDER EDGE ZONE---2h=33.8' Wind parallel to ridge=(h/2)*L: 496 sf Nominal Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge L/B= 1.03 h/L= 0.29 L/B= 0.97 h/L= 0.30 Surface Cp ghGCP w/+q;GCPI w/-ghGCpi Dist.* Cp ghGCP w/+q;GCPI w/-ghGCP( Windward Wall(WW) 0.80 7.7 see table 0.80 7.7 see table below Leeward Wall(LW) -0.49 -4.8 -6.8 2.7 -0.50 -4.8 -6.9 -2.8 Side Wall(SW) -0.70 -6.8 -8.8 4 7 LW WALL -0.70 -6.8 -8.8 -4.7 Leeward Roof(LR) ** Included in windward roof Neg Windward Roof: 0 to h/2* -0.90 8.7 10.7 6.7 0 to h/2* -0.90 -8.7 10.7 -6.7 h/2 to h* -0.90 8.7 10.7 -6.7 h/2 to h* -0.90 -8.7 -10.7 -6.7 h to 2h* -0.50 -4.8 6.9 -2.8 h to 2h* -0.50 -4.8 -6.9 -2.8 >2h* -0.30 -2.9 -4.9 -0.9 >2h* -0.30 -2.9 -4.9 -0.9 Pos/min windward roof press. 1 -0.18 -1.7 -3.8 0.3 1 Min press. -0.18 -1.7 -3.8 0.3 *Horizontal distance from windward edge **Roof angle<10 degrees.Therefore,leeward roof is i/:add ed in windward roof pressure zones. For monoslope roofs, NOTE:The code requires the MWFRS be designed for miniultimate force of 16 psf entire roof surface is either multiplied by the wall area plus an 8 psf force applied to the vl projection of the roof. windward or leeward surface. LR Windward roof overhangs 7.7 psf(upwa to ghGCp windward roof pressure) / WR (Parapet GIRDER UPLIFT / SWj z Kz Kzt qp(psf) 10.7 PSF-6 PSF RELIABLE DL=4.7 PSF LW 22.0 ft 0.920 1.00 12.0 USE 5 PSF MIN WW Windward parapet: 18.0 pst (GCpn=+1.5) t W Leeward parapet: -12.0 psf (GCpn=-1.0) Z Windward Wall Pressures at'Y'(Psf) Combined WW+LW [`DIRECTION WnTD Windward Wall Wind Normal Wind Parallel z Kz Kzt gzGCP w/+gIGCPI w/-ghGCP( to Ridge to Ridge VAM NORMAL TO RIDOE 0 to 15' 0.85 1.00 7.5 5.5 9.6 12.3 12.4 WR h= 16.9 ft 0.87 1.00 7.7 5.7 9.8 12.5 12.6 wR ridge= 17.5 ft 0.88 1.00 7.8 5.7 9.8 12.6 12.6 �VR L� SW WW WALL W ww 9 4V vmaD DIRECTION VAND PARALLEL TO RIDGE LW fWRsw SW I � w� 2YP�CAL.rr>arn Lo,,D®,c Johnston Burkholder Associates JOB TITLE WM 3757 Arlington,WA OPD 930 Central St Kansas City,MO JOB No.2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE Ultimate Wind Pressures Wind Loads -Components &Cladding : h <_60' Kh= 0.871 100.0ft 30.0 ft Base pressure(qh)= 18.9 psf h= 16.9 ft 0.2h= 3.4 ft i00.0ft Minimum parapet ht= 1.0 ft 0.6h= 10.2 ft 100.0 ft Roof Angle(6)= 1.2 deg GCpi= +/-0.18 Type of roof= Monoslope qi=qh= 18.9 psf C&C ROOF JOIST UPLIFT FOR RISA Roof. Surface Pressure(psf) User input Area 10 sf 20 sf 50 sf 100 sf 200 sf 350 sf 500 sf 1000 sf 20 sf 200 sf Negative Zone 1 -35.60 -33.30 -30.20 -27.80 -25.5 -23.6 -22.4 -22.4 -33.3 -25.5 Negative Zone 1' -20.50 -20.50 -20.50 -20.50 -17.6 -16.0 -16.0 -16.0 -20.5 -17.6 Negative Zone 2 -47.00 -44.00 -40.00 -37.00 -33.9 31.5 -29.9 -29.9 -44.0 -33.9 Negative Zone 3 -64.00 -58.00 -50.00 -44.00 -37.9 -33.0 -29.9 -29.9 -58.0 -37.9 Positive All Zones 16.00 16.00 16.00 16.00 16.0 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1&1' -32.20 -31.60 -30.90 -30.30 -25.4 -21.5 -18.9 -18.9 -31.6 -25.4 Overhang Zone 2 -43.60 -39.50 -34.20 -30.20 -26.2 -22.9 -20.8 -20.8 -39.5 -26.2 Overhang Zone 3 -60.60 -53.60 -44.30 -37.20 -30.2 -24.5 -20.8 -20.8 -53.6 -30.2 Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adj wall pressure(which includes internal pressure of 3.4 psf) Parapet qp= 20.0 psf Surtace Pressure(psf) User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 250 sf one Zone 3: 82.1 74.7 65.0 57.7 50.4 40.6 48.0 CASE B: Interior zone: -37.8 -35.9 -33.4 -31.5 -29.6 -27.0 -28.9 Corner zone: -43.2 -40.4 -36.6 -33.7 -30.8 -27.0 -29.9 walla= 5.7ft Walls GCp+/-GCpi Surface Pressure at h User input Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 20 sf 50 sf Negative Zone 4 . Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -27.3 -21.3 -19.4 17.1 -25.5 -23.1 Positive Zone 4&5 1.08 0.92 0.87 1 0.81 20.5 17.5 16.5 16.0 19.6 18.4 Note:GCp reduced by 10%due to roof angle-10 deg. Johnston Burkholder Associates JOB TITLE WM 3757 Arlington,WA OPD 930 Central St Kansas City,MO JOB No.2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE Nominal Wind Pressures Wind Loads -Components &Cladding : h <_60' Kh= 0.871 1.2h=27.2ft 100.0ft 30.0ft Base pressure(qh)= 11.4 psf h= 16.9 ft 0.2h= 3.4 ft 480 0 ft Minimum parapet ht= 1.0 ft 0.6h= 10.2 ft EDGE ZONE Roof Angle(6)= 1.2 deg GCpi= +/-0.18 JOIST UPLIFT(INT)16.7 PSF-6 PSF RELIABLE DL=10.7 PSF Type of roof= Monoslope qi=qh= 11.4 psf JOIST UPLIFT(EDGE)26.4 PSF-6 PSF RELIABLE DL=20.4 PSF Roof. Surf a ressure(psf) User input Area 10 sf 20 sf 50 sf 100 sf 0 f 350 sf 500 sf 1000 sf 20 sf 200 sf Negative Zone 1 21.40 -20.00 -18.10 16.70 5.3 -14.1 -13.4 -13.4 -20.0 -15.3 Negative Zone 1' -12.30 -12.30 -12.30 �-2a2.20 10.6 -10.0 -10.0 -10.0 -12.3 -10.6 Negative Zone 2 _28.20 -26.40 -24.00 -20.4 -18.9 -18.0 -18.0 -26.4 -20.4 Negative Zone 3 38.40 -34.80 -30.00 -22.8 -19.8 -18.0 -18.0 -34.8 -22.8 Positive All Zones 10.00 10.00 10.00 10.00 10.0 10.0 10.0 10.0 10.0 10.0 Overhang Zone 1&1' -19.30 -19.00 -18.50 -18.20 -15.3 -12.9 -11.4 -11.4 -19.0 -15.3 Overhang Zone 2 -26.10 -23.70 -20.50 -18.10 -15.7 -13.7 -12.5 -12.5 -23.7 -15.7 Overhang Zone 3 -36.40 -32.10 -26.60 -22.30 -18.1 -14.7 -12.5 -12.5 -32.1 -18.1 Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adj wall pressure(which includes internal pressure of 2 psf) Parapet qp= 12.0 psf Surtace Pressure(psf) User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 250 sf one . Zone 3: 49.3 44.8 39.0 34.6 30.2 24.4 28.8 CASE B: Interior zone: -22.7 -21.6 -20.0 -18.9 -17.7 -16.2 -17.4 Corner zone: -25.9 -24.2 -21.9 -20.2 -18.5 -16.2 -17.9 walla= 5.7ft Walls GCp+/-GCpi Surface Pressure at h User input Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 20 sf 50 sf Negative Zone 4 Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -16.4 -12.8 11.7 -10.2 -15.3 -13.8 Positive Zone 4&5 1.08 0.92 0.87 0.81 12.3 10.5 10.0 10.0 11.7 11.0 Note:GCp reduced by 10%due to roof angle-10 deg. Johnston Burkholder Associates JOB TITLE WM 3757 Arlington,WA OPD 930 Central St Kansas City,MO JOB No.2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE Location of C&C Wind Pressure Zones -ASCE 7-16 2a O o o. It o. I> 2� Y < 1 I O 1 3O �i ^ i I I I IF---- > ° f- j I I —1 11 I I I I I I I l O4 I I ® I 5 2 1 1O 2 OI 0 12 I 5 I�y I I I I a ® 4 a a I 1 5 5 I I wA1LL a L—_ — I O L 2 J Roofs w/ 6<_10° Walls h<_60' Multispan Gable& 3awtooth<_10° and all walls &alt design h<90' and Gable 9<_ 7 degrees& Monoslope roofs h>60' - degrees 3°<9<_10° h<_60'&alt design h<90' h<_60'&alt design h<90' 2a a a a a a a s a a A B C D -- --� Daa `r_ 'r _ e a —�--� �— ti (DI I I I I I \ I / 1 I I I I I I I it a a I I I I I I I 1 I QI I e I e I OI 1 ti 3 2 3 - I 2 I I I 1 I I, N I --- ---I �: �(D I �� �� I 7 I � I I h--- —� —�— --�— 2 12 — 2 e — 3r r I I I I I I Monoslope roofs Multispan Gable>10° Hip 70 < 9 <_271 10°<9<_30° &Gable 7° <9< 45° 3 -- --I h<_60'&alt design h<90' 2 3 Sawtooth 10°<9 <_ 45° h<_60'&alt design h<90' a a a 3 2 a , 3 2 3 2 Q1 2 Ql 1Q 3 2 2 2 3 3 2 3 3 2 3 ell 1 1 2 1 1 2 2 3 2 b b b W1 W2 W1 W2 W3 W W Note:The hatched area indicates Note:The stepped roof zones above are as shown in ASCE 7-16.Prior editions didn't show zones,but where roof positive pressures are Stepped roofs 6 5 3° the notes sent you to the low slope gable figure.The note in ASCE 7-16 still sends you to the low slope equal to the adjacent wall positive < gable figure,but for some reason the zones shown are per editions prior to ASCE 7-16.Therefore,the h_60'&alt design h<90' above zones may be a code mistake and the correct zone locations may be per the low slope gable pressure. roof shown at the top of this page. Johnston Burkholder Associates JOB TITLE W M 3757 Arlington,WA OPD 930 Central St Kansas City,MO JOB No.2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE Seismic Loads: ASCE 7- 16 Strength Level Forces Risk Category: 11 Importance Factor(le): 1.00 Site Class: D Ss(0.2 sec)= 1.07 g Fa= 1.074 S1 (1.0 sec)= 0.38 g Fv= 1.919 Site specific ground motion analysis performed: Sms= 1.144 Sps= 0.763 Design Category= D A site specific ground motion analysis is Sm1 = 0.731 SD1= 0.487 Design Category= D required for seismically isolated structures or with damping systems,see ASCE7 11.4.8 Seismic Design Category= D Redundancy Coefficient p= 1.00 Code exception must be met for p to equal 1.0 Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Building Frame Systems Seismic resisting system: Special reinforced masonry shear walls System Structural Height Limit: 160 ft Actual Structural Height(hn)= 16.9 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 5.5 To=0.2(Sd1/Sds)= 0.128 Over-Strength Factor(Do)= 2 Ts= Sd1/Sds= 0.639 Deflection Amplification Factor(Cd)= 4 Long Period Transition Period(TL)= 6 sec Sys= 0.763 Spt= 0.487 Seismic Load Effect(E)= Eh+/-Ev = p QE+/-0.2SDs D = Qe +/- 0.153D QE=horizontal seismic force Special Seismic Load Effect(Em)= Emh+/-Ev= E20 QE+/-0.2SDs D =&G40&"(0.153D D=dead load ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Aa= 0.020hsx where hsx is the story height below level x PERMITTED ANALYTICAL PROGEDURE5 Index Force Analysis Method Not Permitted(only applies to Seismic Category A) Model&Seismic Response Analysis Permitted(see code for procedure) Equivalent Lateral-Force(ELF)Analysis Permitted building perloa coet. (UT)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= CA'= 0.167 sec x=0.75 Tmax=CuTa= 0.234 sec User calculated fundamental period= T= 0.167 sec Seismic response coef.(Cs)= Sdsl/R= 0.139 ASCE7 11.4.8 exception 2 equations used but not less than Cs= 0.044Sds`I= 0.034 USE Cs= 0.139 Design Base She V=0.139W 0.7'0.139=0.097W Johnston Burkholder Associates .JOB TITLE WM 3757 Arlington, WA OPD 930 Central St Kansas City, MO JOB No. 2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE Seismic Loads - cont. : Strength Level Forces Seismic Design Category(SDC)= D le = 1.00 CONNECTIONS Sds= 0.763 Force to connect smaller portions of structure to remainder of structure Fp = 0.133Sdswp= 0.101 wP or Fp=0.05wp= 0.05 wp Use Fp= 0.10 WP wP=weight of smaller portion Beam,girder or truss connection for resisting horizontal force parallel to member Fp= no less than 0.05 times dead plus live load vertical reaction Anchorage of Structural Walls to elements providing lateral support Fp= not less than 0.2KaleWp Flexible diaphragm span Lf= 57.33 ft Fp=0.4SdsKaleWp =0.48Wp, but not less than 0.31466Wp (flexible diaphragm) ka=1.5733 Fp = 0.480 Wp Fp=0.4SdskaleWp=0.305 Wp, but not less than 0.2Wp (rigid diaphragm) ka= 1 Fp = 0.305 Wp w/anchor adjustment factor but Fp shall not be less than 5 psf h= 16.9 Flexible Diaphragm: I Fp= 0.480 Wp z= 16.9 Rigid Diaphragm: Fp= 0.305 Wp factor= 1.000 MEMBER DESIGN 0.7*0.480=0.336W Bearing Walls and Shear Walls(out of plane force) Fp = 0.4SdsleWw= 0.305 wW COLLECTORS but not less than 0.10 wW Use Fp= 0.31 wW 0.7*0.310=0.217W (0.139)*(0.7*2.0)*1.0=0.195W Diaphragms Fp = (Sum Fi/Sum Wi)Wpx+Vpx= (Sum Fi/Sum Wi)Wpx+Vpx need not exceed 0.4 SdsleWpx+Vpx= 0.305 W px +Vpx but not less than 0.2 SdsleWpx+Vpx= 0.153 Wpx j Vpx 0.7*0.153=0.107W ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component: Cantilever Elements (Unbraced or Braced to Structural Frame Below Its Center of Mass): Parapets and cantilever interior nonstructural walls Importance Factor(Ip) : 1.0 component Amplification ractor(ap)= 2.5 h= 16.9 feet comp Kesponse Mooitication ractor(Kp)= 2.5 z= 16.9 feet z/h = 1.00 Over-Strength Factor(0o)= 2 Fp = 0.4apSdslpWp(1+2z/h)/Rp= 0.916 Wp not greater than Fp= 1.6SdslpWp = 1.221 Wp but not less than Fp=0.3SdslpWp = 0.229 Wp use Fp= 0.916 Wp 0.7*0.916=0.641W MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category D&Ip=1.0,therefore see ASCE7 Section 13.1.4 for exceptions Mech or Electrical Component : Air-side HVAC,fans, air handlers, ac units, cabinet heaters, air distribution boxes, and other mechanical components constructed of sheet metal framing. Importance Factor(Ip) : 1.0 component Ampimcation ractor(ap)= 2.5 h= 16.9 feet comp Kesponse iMoaiTication ractor(Fy= 6 z= 16.9 feet z/h = 1.00 Over-Strength Factor(Qo)= 2 Fp = 0.4apSdslpWp(1+2z/h)/Rp= 0.381 Wp not greater than Fp= 1.6SdslpWp= 1.221 Wp but not less than Fp=0.3SdslpWp = 0.229 Wp use Fp= 0.381 Wp Johnston Burkholder Associates JOB TITLE WM 3757 Arlington,WA OPD 930 Central St Kansas City,MO JOB NO. 2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE Rain Loads : ASCE 7- 16 Rain Intensity i= 2.50 in/hr Static Head ds= 2.00 inches EXISTING MAIN ROOF=277.5"130' EXPANSION=56.33'`57.33' Tributary Roof Area A= 19652 SF&-' (36075+3230)/2=19652 Ponding Head dp= 2.00 inches Flow Rate Q= 511.0 gal/min Type of overflow device: Rectangular Closed Scupper 6"high width= 24.0 in Hydraulic Head dh= 0.74 inches Design Rain Load R = 5.2(ds + dh + dp) = 24.6 psf at primary drain PONDING LOAD LENGTH 24.6/5.2=4.73 4.73*4=18.92' USE 32 PSF x 25'-0"MIN PARAPET ROOF DRAIN AREA OPEN CHANNEL CIRCULAR SCUPPER P Er HCOND R SCUPPER SCL DRAIN � �F- ROOF CLOSED SCUPPER D ROOF DR,IN AREA 1 PARAPET SCUPPER(SECONDARY DRAINAGE SYSTEM) OVERFLOW WATERIZVEL DAM SIZE (� — — — —— — — TOP OF RAIN WATER d(IS ROOF DRAIN DRAIN OUTLET PRIMARY DRAINAGE SYSTEM SIZE (ASSUMED BLOCKED) SECONDARY PRIMARY ROOF DRAIN ROOF DRAIN Johnston Burkholder Associates JOB TITLE WM3757 Arlington,WA OPD 930 Central St Kansas City, MO JOB No. 2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE Snow Loads : ASCE 7- 16 Nominal Snow Forces Roof slope = 1.2 deg Horiz.eave to ridge dist(W)= 59.0 ft Roof length parallel to ridge(L)= 80.7 ft Type of Roof Monoslope Ground Snow Load Pg = 20.0 psf Risk Category = II Importance Factor I = 1.0 Roof R value Rroof= 30 Thermal Factor Ct = 1.000 Exposure Factor Ce = 1.0 Pf=0.7*Ce'Ct*l'Pg = 13.6 psf Unobstructed Slippery Surface no Sloped-roof Factor Cs = 1.00 Balanced Snow Load = 13.6 psf Near ground level surface balanced snow load= 20.0 psf Rain on Snow Surcharge Angle 1.18 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 13.6 psf Minimum Snow Load Pm = 20.0 psf NOTE:Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest Uniform Roof Design Snow Load = 20.0 psf possible effect-see code for loading diagrams and exceptions for gable roofs 0-55 Snow Drift 1 -Against roof protections, parapets, etc Up or downwind fetch lu = Projection height h = Projection width/length Ip = Snow density y = 16.6 pcf Balanced snow height hb = 0.82 ft hd = 0.92 ft Surcharge Load he = -0.82 ft Due to Drifting he/hb<0.2= -1.0 Ip<15',drift not req'd Drift height(hc) = 0.00 ft he Drift width w = -6.57 ft h hd pd, wKh Surcharge load: pd=y'hd= 0.0 psf Balanced Snow Load Balanced Snow load: = 13.6 psf h W 13.6 psf Snow Drift 2-Against roof protections, parapets, etc Lu + r� Up or downwind fetch lu = Projection height h = Projection width/length Ip = Note: If bottom of projection is at least 2 feet Snow density y = 16.6 pcf above hb then snow drift is not required. Balanced snow height hb = 0.82 ft hd = 0.92 ft he = -0.82 ft he/hb<0.2= -1.0 Ip<15',drift not req'd Drift height(hc) = 0.00 ft Drift width w = -6.57 ft Surcharge load: pd=y'hd= 0.0 psf Balanced Snow load: = 13.6 psf 13.6 psf Parapet Snow Drift Drift Diagram Data DL+CLL= psf Snow Drift L I TOS I Parapet hd h, hc Final hd Wd Par Load Slope Snow Drift DL+SL+Pd, SL+Pd, LL= psf Zone ft elev elev ft ft ft ft ft psf psf/ft Zone I psf psf Uplift psf F.3/G.3-12 57.33 15.75 22 1.79 6.25 5.05 1.79 7.14 29.6 4.15 F.3/G.3-12 50 50 Ground Snow= 20 psf OP F.3-11 170 16.5 26.67 3.06 10.17 8.97 3.06 12.22 50.7 4.15 OP F.3-11 71 71 Ca= 1.0 O OP G.3-10.8 146.5 16.67 26.67 2.85 10.00 8.80 2.85 11.42 47.4 4.15 OP G.3-10.8 67 67 o C,= 1.0 o N OP side 12 523.33 15.75 22 4.96 6.25 5.05 4.96 19.83 82.3 4.15 OP side 12 102 102 I= 1.0 o OP side 10.2 56.33 17.42 26.67 1.77 9.25 8.05 1.77 7.07 29.4 4.15 OP side 10.2 49 49 h roofing+jst seat 0 in -1.13 0.00 -1.20 0.00 0.00 0.0 0.00 0 20 20 hb= 1.20 It i -1.13 0.00 -1.20 0.00 0.00 0.0 0.00 0 20 20 Roof Snow,SL= 20.0 psf' Comp 10 466.33 17.42 26.67 4.73 9.25 8.05 4.73 18.91 78.5 4.15 Comp 10 98 98 Density= 16.6 pcf Comp GA 112 16.5 26.67 2.51 10.17 8.97 2.51 10.05 41.7 4.15 Comp GA 62 62 None 0 0 0 0 0 0 0 01 0 0 None 20 0 rain on snow added automatically assumes roof slope<=1/2:12 0 o T Existing at grid 10 466.33 17.42 26.67 6.30 9.25 8.05 6.30 1 25.22 104.6 4.15 125 125 z W O Existing at grid GA 112 16.5 26.67 3.35 10.17 8.97 3.35 13.40 55.6 4.15 76 76 Loads on Joists DRIFT FROM MAIN BUILDING ROOF ALONG GRID 10 JST.Spec. Snow Drift Load at Joist Total Snow Drift Load at Joist DRIFT FROM GC AND TILE in ft.=> I ALONG GRIDS F.2 AND GA Total Dist.=> 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Zone psf psf psf psf psf psf psf psf psf plf Of plf Of plf Of plf plf plf F.3/G.3-12 29.6 29.6 29.6 29.6 29.6 29.6 29.6 29.6 29.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OP F.3-11 50.7 50.7 50.7 50.7 50.7 50.7 50.7 50.7 50.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OP G.3-10.8 47.4 47.4 47.4 47.4 47.4 47.4 47.4 47.4 47.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OP side 12 82.3 82.3 82.3 82.3 82.3 82.3 82.3 82.3 82.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OP side 10.2 29.4 29.4 29.4 29.4 29.4 29.4 29.4 29.4 29.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Loads on Joists Max.Snow Load or Live Load on Joist Total Load on Joist Dist._> 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Zone plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf F.3/G.3-12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OP F.3-11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OP G.3-10.8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OP side 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 OP side 10.2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Project: Engineer: Number: Date: METAL ROOF DECK ASD VERTICAL GRAVITY LOAD TABLE 80 KSI S'-0" 5'_3" 5'_6" 5'-9" 6'_0" 6'_3" 6'_6" 6'_9" 7--0" 22 154 PSF 135 PSF 116 PSF 103 PSF 89 PSF 80 PSF 70 PSF 63 PSF 56 PSF a 20 197 PSF 173 PSF 148 PSF 131 PSF 114 PSF 102 PSF 90 PSF 81 PSF 72 PSF m 18 273 PSF 240 PSF 207 PSF 183 PSF 158 PSF 142 PSF 125 PSF 113 PSF 100 PSF 16 254 PSF 235 PSF 216 PSF 196 PSF 177 PSF 166 PSF 154 PSF 141 PSF 128 PSF 22 162 PSF 149 PSF 135 PSF 124 PSF 113 PSF 101 PSF 89 PSF 80 PSF 71 PSF CL 20 208 PSF 192 PSF 175 PSF 160 PSF 145 PSF 130 PSF 114 PSF 103 PSF 91 PSF N 18 292 PSF 270 PSF 248 PSF 225 PSF 202 PSF 181 PSF 160 PSF 144 PSF 127 PSF 16 205 PSF 190 PSF 174 PSF 159 PSF 143 PSF 134 PSF 124 PSF 115 PSF 105 PSF 22 72 PSF 63 PSF 54 PSF 48 PSF 42 PSF 38 PSF 33 PSF 30 PSF 26 PSF a 20 94 PSF 82 PSF 70 PSF 62 PSF 54 PSF 49 PSF 43 PSF 39 PSF 34 PSF 18 138 PSF 121 PSF 103 PSF 92 PSF 80 PSF 71 PSF 62 PSF 56 PSF 50 PSF 16 186 PSF 166 PSF 146 PSF 127 PSF 108 PSF 98 PSF 88 PSF 78 PSF 68 PSF NOTES: 1. Loads tables based on a minimum bending yield stength of Fy=36 KSI for 22,20,and 18 gage and 20 KSI for 16 gage. 2.Values shown based on manufacturer supplied load tables for Vulcraft and New Millenium. 3. Loads shown provide a maximum live load deflection of L/240. 4.This table is based on 1 1/2"x 36"Type"B"wide rib metal roof deck. 5. Values do not include self weight of metal deck. METAL ROOF DECK ALLOWABLE SNOW DRIFT LOAD TABLE Reliable Dead Load= 6.0 PSF MAX SPACING FOR DRIFT FROM Roof Snow Load= 20.0 PSF MAIN BUILDING ALONG GRID 10 eee. 80 KSI 5'-0" 513" 5.41 S'-9" 6'-0" 6'_3" 6'.6" 6'.9" 7-4- 22 128 PSF 109 PSF 90 PSF 77 PSF 63 PSF 54 PSF 44 PSF 37 PSF 30 PSF a 20 171 PSF 147 PSF 122 PSF 105 PSF 88 PSF 76 PSF 64 PSF 55 PSF 46 PSF M 18 247 PSF 214 PSF 181 PSF 157 PSF 132 PSF 116 PSF 99 PSF 87 PSF 74 PSF 16 228 PSF 209 PSF 190 PSF 170 PSF 151 PSF 140 PSF 128 PSF 115 PSF 102 PSF 22 136 PSF 123 PSF 109 PSF 98 PSF 87 PSF 75 PSF 63 PSF 54 PSF 45 PSF c a 20 182 PSF 166 PSF 149 PSF 134 PSF 119 PSF 104 PSF 88 PSF 77 PSF 65 PSF N 18 266 PSF 244 PSF 222 PSF 199 PSF 176 PSF 155 PSF 134 PSF 118 PSF 101 PSF 16 179 PSF 164 PSF 148 PSF 133 PSF 117 PSF 108 PSF 98 PSF 89 PSF 79 PSF 22 46 PSF 37 PSF 28 PSF 22 PSF 16 PSF 12 PSF 7 PSF 4 PSF 0 PSF a 20 68 PSF 56 PSF 44 PSF 36 PSF 28 PSF 23 PSF 17 PSF 13 PSF 8 PSF 18 112 PSF 95 PSF 77 PSF 66 PSF 54 PSF 45 PSF 36 PSF 30 PSF 24 PSF 16 160 PSF 140 PSF 120 PSF 101 PSF 1 82 PSF 72 PSF 1 62 PSF 52 PSF 42 PSF Johnston Burkholder Associates .JOB TITLE WM 3757 Arlington, WA Existing Bldg 930 Central St Kansas City, MO JOB No. 2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE www.struware.com EXISTING BUILDING Code Search Code: ASCE 7-16 Occupancy: Occupancy Group= B Business Risk Category& Importance Factors: Risk Category= II Wind Factor= 1.00 use 0.60 NOTE: Output will be nominal wind pressures Importance Factor 1.00 Seismic Importance factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (0) 0.25/12 1.2 deg Building length 467.7 ft Least width 300.7 ft Mean Roof Ht (h) 24.8 ft Parapet ht above grd 22.0 ft Minimum parapet ht 5.0 ft hb for Elevated bldg 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24-0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor Partitions N/A Johnston Burkholder Associates JOB TITLE WM 3757 Arlington,W Existing Bldg 930 Central St Kansas City, MO JOB No. 2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE EXISTING BUILDING Wind Loads : ASCE 7- 16 Ultimate Wind Speed 100 mph Nominal Wind Speed 77.5 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Bldg Directionality (Kd) 0.85 Kh MWFRS<=60 0.944 Kh all other 0.944 Type of roof Monoslope I Topographic Factor (Kzt) V(z) Topography Flat SPeed UP Hill Height (H) 1.0 ft H< 15ft;exp C } Y Half Hill Length(Lh) 1.0 ft Kzt=1.0 ! x(upwind) = x(da!ar adird) Actual H/Lh = 0.00 ~ "` H!2 Use H/Lh = 0.00 Lh H Modified Lh = 1.0 ft H!� From top of crest:x= 1.0 ft ' Bldg up/down wind? downwind ESCARPMENT H/Lh= 0.00 K, = 0.000 x/Lh= 1.00 K2= 0.333 V(Z) z/Lh= 24.83 K3= 1.000 Z Speed-up At Mean Roof Ht: V(Z) x(upwind) x(downwind) Kzt=(1+KlK2K3)"2= 1.00 r H/2 H Lh "'<, H/2 M[i4w 2D RIDGE or 3D AXISYMMETRICAL HILL Gust Effect Factor h= 24.8 ft Flexible structure if natural frequency<1 Hz (T>1 second). B= 300.7 ft If building h/B>4 then may be flexible and should be investigated. /z(0.6h)= 15.0 ft h/B= 0.08 Rigid structure(low rise bldg) G = 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure e = 0.20 Natural Frequency (qj)= 0.0 Hz f = 500 ft Damping ratio((3)= 0 Zmin= 15 ft /b= 0.650 c= 0.20 /a= 0.154 9Q, 9v= 3.4 Vz= 84.4 Lz= 427.1 ft Nt = 0.00 Q= 0.81 Kn= 0.000 Iz= 0.23 Rh= 28.282 n= 0.000 h= 24.8 ft G= 0.82 RB= 28.282 n= 0.000 RL= 28.282 n= 0.000 gR = 0.000 R = 0.000 Gf = 0.000 Johnston Burkholder Associates JOB TITLE W M 3757 Arlington,WA Existing Bldg 930 Central St Kansas City,MO JOB No.2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE EXISTING BUILDING Wind Loads -MWFRS all h (Except for Open Buildings) Kh= 0.944 GCpi= +/-0.18 Base pressure(qh)= 12.3 psf Bldg dim parallel to ridge= 467.7 ft G= 0.85 Roof Angle(0)= 1.2 deg Bldg dim normal to ridge= 300.7 ft qi=qh Roof tributary area: h= 24.8 ft Wind normal to ridge=(h/2)*L: 5806 sf ridge ht= 28.0 ft Wind parallel to ridge=(h/2)*L: 3733 sf Nominal Wind Surface Pressures(psf) Wind Normal to Ridge Wind Parallel to Ridge L/B= 0.64 h/L= 0.08 L/B= 1.56 h/L= 0.05 Surface Cp ghGCP w/+q;GCP; w/-ghGCpi Dist.* Cp ghGCP w/+q;GCP; w/-ghGCPI Windward Wall(WW) 0.80 8.4 see table 0.80 8.4 see table below Leeward Wall(LW) -0.50 -5.2 -7.5 3.0 -0.39 -4.1 -6.3 -1.9 Side Wall(SW) -0.70 -7.3 -9.6 5.1 LW WALL -0.70 -7.3 -9.6 -5.1 Leeward Roof(LR) ** Included in windward roof Neg Windward Roof: 0 to h/2* -0.90 -9.4 -11.6 -7.2 0 to h/2* -0.90 -9.4 -11.6 -7.2 h/2 to h* -0.90 -9.4 -11.6 -7.2 h/2 to h* -0.90 -9.4 -11.6 -7.2 h to 2h* -0.50 -5.2 -7.5 -3.0 h to 2h* -0.50 -5.2 -7.5 -3.0 >2h* -0.30 -3.1 -5.4 -0.9 >2h* -0.30 -3.1 -5.4 -0.9 Pos/min windward roof press. 1 -0.18 -1.9 -4.1 0.3 1 Min press. -0.18 -1.9 -4.1 0.3 *Horizontal distance from windward edge **Roof angle<10 degrees.Therefore,leeward roof is included in windward roof pressure zones. For monoslope roofs, NOTE:The code requires the MWFRS be designed for minimum ultimate force of 16 psf entire roof surface is either multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. windward or leeward surface. I-R Windward roof overhangs 8.4 psf(upward:add to ghGCp windward roof pressure) / WR (Parapet / SWj z Kz Kzt qp(psf) LW 22.0 ft 0.920 1.00 12.0 t WWWindward parapet: 18.0 pst (GCpn=+1.5) W Leeward parapet: -12.0 psf (GCpn=-1.0) Z Windward Wall Pressures at'Y'(Psfl Combined WW+LW WQ'D [`DIREC7[ON Windward Wall Wind Normal Wind Parallel z Kz Kzt gzGCP w/+q;GCP; w/-ghGCP. to Ridge to Ridge wnm HOMAL TO RIDGE 0 to 15' 0.85 1.00 7.5 5.3 9.8 12.8 11.6 WR 20.0 ft 0.90 1.00 8.0 5.8 10.2 13.2 12.1 wR h= 24.8 ft 0.94 1.00 8.4 6.2 10.6 13.6 12.5 /� Lw ridge= 28.0 ft 0.97 1.00 8.6 6.4 10. 13.8 12.7 SW ! WW WALL W ww 9 4V wDm DIREC7tON WIIiD DARALL.TO RID OE LW sw f� SW WW w� 2YP�CAL.rrmrn LO,,D®,C Johnston Burkholder Associates JOB TITLE WM 3757 Arlington,WA Existing Bldg 930 Central St Kansas City,MO JOB No.2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE EXISTING BUILDING Nominal Wind Pressures Wind Loads -Components &Cladding : h <_60' Kh= 0.944 100.0ft 30.0 ft Base pressure(qh)= 12.3 psf h= 24.8 ft 0.2h= 5.0 ft i 00.0 ft Minimum parapet ht= 5.0 ft 0.6h= 14.9 ft 100.0 ft Roof Angle(6)= 1.2 deg GCpi= +/-0.18 Type of roof= Monoslope qi=qh= 12.3 psf Roof. Surface Pressure(psf) User input Area 10 sf 20 sf 50 sf 100 sf 200 sf 350 sf 500 sf 1000 sf 20 sf 200 sf Negative Zone 1 -23.20 -21.60 -19.60 -18.10 -16.6 -15.3 -14.5 -14.5 -21.6 -16.6 Negative Zone 1' -13.30 -13.30 -13.30 -13.30 -11.5 -10.0 -10.0 -10.0 -13.3 -11.5 Negative Zone 2 -30.60 -28.60 -26.00 -24.00 -22.1 -20.5 -19.5 -19.5 -28.6 -22.1 Negative Zone 3 -30.60 -28.60 -26.00 -24.00 -22.1 -20.5 -19.5 -19.5 -28.6 -22.1 Positive Zone 1 &1' 10.00 10.00 10.00 10.00 10.0 10.0 10.0 10.0 10.0 10.0 Positive Zones 2&3 13.30 12.70 11.90 11.40 10.8 10.3 10.0 10.0 12.7 10.8 Overhang Zone 1&1' -21.00 -20.60 -20.10 -19.70 -16.5 -14.0 -12.3 -12.3 -20.6 -16.5 Overhang Zone 2 -28.30 -25.70 -22.30 -19.60 -17.0 -14.9 -13.6 -13.6 -25.7 -17.0 Overhang Zone 3 -28.30 -25.70 -22.30 -19.60 -17.0 -14.9 -13.6 -13.6 -25.7 -17.0 Negative zone 3=zone 2,since parapet-3ft. Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adj wall pressure(which includes internal pressure of 2.2 psf) Parapet qp= 12.0 psf Surrace Hressure(psf) User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 250 sf one Zone 3: 38.4 36.0 32.7 30.2 27.7 24.4 26.9 CASE B: Interior zone: -22.7 -21.6 -20.0 -18.9 -17.7 -16.2 -17.4 Corner zone: -25.9 -24.2 -21.9 -20.2 -18.5 -16.2 -17.9 NEW OPENING WIND PRESSURE walla= 12.0ft Walls GCp+/-GCpi Surface Presspfe at h Use input Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 20 sf 50 sf Negative Zone 4 - - . Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -17.7 13.8 -12.6 -11.1 -16.6 -15.0 Positive Zone 4&5 1.08 0.92 0.87 0.81 13.3 11.4 10.8 10.0 12.7 11.9 Note:GCp reduced by 10%due to roof angle-10 deg. Johnston Burkholder Associates JOB TITLE W M 3757 Arlington,W Existing Bldg 930 Central St Kansas City,MO JOB No.2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE EXISTING BUILDING Seismic Loads: ASCE 7- 16 Strength Level Forces Risk Category: 11 Importance Factor(le): 1.00 Site Class: D Ss(0.2 sec)= 1.07 g Fa= 1.074 S1 (1.0 sec)= 0.38 g Fv= 1.919 Site specific ground motion analysis performed: Sms= 1.144 Sps= 0.763 Design Category= D A site specific ground motion analysis is Sm1 = 0.731 SD1= 0.487 Design Category= D required for seismically isolated structures or with damping systems,see ASCE7 11.4.8 Seismic Design Category= D Redundancy Coefficient p= 1.00 Code exception must be met for p to equal 1.0 Number of Stories: 1 Structure Type: All other building systems Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Special reinforced masonry shear walls System Structural Height Limit: 160 ft Actual Structural Height(hn)= 24.8 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 5 To=0.2(Sd1/Sds)= 0.128 Over-Strength Factor(Do)= 2 Ts= Sd1/Sds= 0.639 Deflection Amplification Factor(Cd)= 3.5 Long Period Transition Period(TL)= 6 sec Sys= 0.763 Spt= 0.487 Seismic Load Effect(E)= Eh+/-Ev = p QE+/-0.2SDs D = Qe +/- 0.153D QE=horizontal seismic force Special Seismic Load Effect(Em)= Emh+/-Ev= E20 QE+/-0.2SDs D =&G40&"(0.153D D=dead load ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Aa= 0.020hsx where hsx is the story height below level x PERMITTED ANALYTICAL PROGEDURE5 Index Force Analysis Method Not Permitted(only applies to Seismic Category A) Model&Seismic Response Analysis Permitted(see code for procedure) Equivalent Lateral-Force(ELF)Analysis Permitted building perloa coet. (UT)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= CA'= 0.222 sec x=0.75 Tmax=CuTa= 0.311 sec User calculated fundamental period= T= 0.222 sec Seismic response coef.(Cs)= Sdsl/R= 0.153 ASCE7 11.4.8 exception 2 equations used but not less than Cs= 0.044Sds`I= 0.034 USE Cs= 0.153 Design Base She V=0.153W 0.7'0.153=0.107W Johnston Burkholder Associates .JOB TITLE WM 3757 Arlington, W Existing Bldg 930 Central St Kansas City, MO JOB No. 2401803757 SHEET NO. (816)421-4200 CALCULATED BY DTR DATE CHECKED BY DATE EXISTING BUILDING Seismic Loads - cont. : Strength Level Forces Seismic Design Category(SDC)= D le = 1.00 CONNECTIONS Sds= 0.763 Force to connect smaller portions of structure to remainder of structure Fp = 0.133Sdswp= 0.101 wP or Fp=0.05wp= 0.05 wP Use Fp= 0.10 wP wP=weight of smaller portion Beam,girder or truss connection for resisting horizontal force parallel to member Fp= no less than 0.05 times dead plus live load vertical reaction Anchorage of Structural Walls to elements providing lateral support Fp= not less than 0.2KaleWp Flexible diaphragm span Lf= Enter Lf to calculate Fp for flexible diaphragm Fp=0.4SdskaleWp=0.305 Wp, but not less than 0.2Wp (rigid diaphragm) ka= 1 Fp = 0.305 Wp w/anchor adjustment factor but Fp shall not be less than 5 psf h= 24.8 Flexible Diaphragm: Fp= Wp z= 24.8 Rigid Diaphragm: Fp= 0.305 Wp factor= 1.000 MEMBER DESIGN Bearing Walls and Shear Walls(out of plane force) Fp = 0.4SdsleWw= 0.305 wW but not less than 0.10 wW Use Fp= 0.31 wW 0.7*0.310=0.217W Diaphragms Fp = (Sum Fi/Sum Wi)Wpx+Vpx= (Sum Fi/Sum Wi)Wpx+Vpx need not exceed 0.4 SdsleWpx+Vpx= 0.305 W px +Vpx but not less than 0.2 SdsleWpx+Vpx= 0.153 Wpx j Vpx 0.7*0.153=0.107W ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS Architectural Component: Cantilever Elements (Unbraced or Braced to Structural Frame Below Its Center of Mass): Parapets and cantilever interior nonstructural walls Importance Factor(Ip) : 1.0 component AmpIITIcatlon ractor(ap)= 2.5 h= 24.8 feet comp Response Mooiticatlon ractor(RP)= 2.5 z= 24.8 feet z/h = 1.00 Over-Strength Factor(0o)= 2 Fp = 0.4apSdslpWp(1+2z/h)/Rp= 0.916 Wp not greater than Fp= 1.6SdslpWp = 1.221 Wp but not less than Fp=0.3SdslpWp = 0.229 Wp use Fp= 0.916 Wp 0.7*0.916=0.641W MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS Seismic Design Category D&Ip=1.0,therefore see ASCE7 Section 13.1.4 for exceptions Mech or Electrical Component : Air-side HVAC,fans, air handlers, ac units, cabinet heaters, air distribution boxes, and other mechanical components constructed of sheet metal framing. Importance Factor(Ip) : 1.0 component Amplmcatlon ractor(ap)= 2.5 h= 24.8 feet comp Response IVIoaITIcatlon ractor(RP)= 6 z= 24.8 feet z/h = 1.00 Over-Strength Factor(Qo)= 2 Fp = 0.4apSdslpWp(1+2z/h)/Rp= 0.381 Wp not greater than Fp= 1.6SdslpWp= 1.221 Wp but not less than Fp=0.3SdslpWp = 0.229 Wp use Fp= 0.381 Wp JBAJOHNSTON BURKHOLDER AsSOCIATES consulting structural engineers LATERAL ANALYSIS AND DESIGN 930 CENTRAL ST • KANSAS CITY, Mo 64105 (816) 421-4200 • WWW.JBAENGR.COM JOHNSTON BURKHOLDER ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 930 CENTRAL-KANSAS CITY,MO 64105 (P)816.421.4200 (F)816.421.4381 WM 3757 Arlington, WA OPD - LATERAL ANALYSIS PROJECT INFORMATION: Project Name: WM 3757 Arlington, WA OPD Project Number: 2401803757 Proto: Building Code: Engineer: Date: WIND LOADS: Main Wind Force Resisting System (MWFRS) Windward Wall = WW= 9.8 psf Windward Parapet= WWp = 18.0 psf Leeward Wall = WL = 2.7 psf Leeward Parapet= WLp = 12.0 psf Components & Cladding Pressures(100 sf) Max Wall Suction = WS = 12.8 psf Max Parapet Pressure = Wsp = 34.6 psf SEISMIC LOADS: Service Loads Base Shear Coefficient= Transverse => SlfBt= 0.0970 *W Longitudinal => SlfB, = 0.0970 *W Diaphgram Shear Coefficient= Transverse => Slfpt= 0.1070 *W Longitudinal => Slfp, = 0.1070 *W Collector Shear Coefficient= Transverse => Slfct= 0.1950 *W Longitudinal => SlfCI = 0.1950 *W Out-of-Plane Anchorage Coefficient= Transverse => Slfot= 0.3360 *Wwall Longitudinal => Slfoi = 0.3360 *Wwall Seismic Dead Load = SDL = 12.0 psf JOHNSTON BURKHOLDER ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 930 CENTRAL-KANSAS CITY,MO 64105 (P)816.421.4200 (F)816.421.4381 WM 3757 Arlington,WA OPD Date: 1/0/1900 Project# 2401803757 Engineer: 0 WIND LOADS Wall Wall Height TOM Parapet Height Roof Length Diaphgram Wind Loads(Windward at front) No. (JBE+5") (Seismic) Wind Loads (ft) (ft) (ft) (ft) Leeward at front Right side wall 1) Hw1= 15.75 22.00 Hp,= 6.25 L1= 56.33 w=W H +W,,,PHP(2Hw+H P) w1= 212 plf w1= 112 plf 2H w 2) Hw2= Hp2= 0.00 L2= w=W, H 2 (2HH+W'HP 2+HP) w2= #DIV/01 plf w2= #### plf w Front wall at right 3) Hw3= 15.75 22.00 Hp3= 6.25 L3= 57.33 w=W H 2 +W11,PHP (2H ZH+HP) w3= 212 plf w3= 112 plf w Front wall at left 4) Hw4= 15.83 22.00 Hp4= 6.17 L4= 57.33 w=Wx H 2 +W,,,PHP (2H 2+HP) w4= 211 plf w4= 110 plf H w Rear wall at right 5) Hw5= 15.75 22.00 Hp5= 6.25 L5= 0.00 w =WL H 2 (2Hw+WLPHP H+HP) w5= 112 plf w5= 212 plf w Rear wall at left 6) Hw6= 16.25 22.00 Hp6= 5.75 L6= 0.00 w =WL H.2+WLPH (2HP 2H+H P) w6= 104 plf w6= 202 plf w 7) Hw7= Hp7= 0.00 L7= w=Ww H 2 +W,,,PHP(2Hw H+HP) w7= #DIV/01 plf w7= ##### plf w Right wall seismic no roof 8) Hw8= 15.75 22.00 Hp8= 6.25 L8= 0.00 w=W, H 2+W,,,PH (2HP 2H+HP) w8= plf w8= plf Front wall seismic no roof right w 9) Hw9= 15.75 22.00 Hp9= 6.25 L9= 0.00 w=W H 2 +Wt1,PHP (2H 2H+HP) w9= plf w9= plf w Front wall seismic no roof left 10 H 16.25 122.00 H Hw uu (2Hw+HP)wio= p10= 5.75 Lm= 0.00 w=W,,, 2 +W'NP"`P 2H wm= plf w10= plf w Roof seismic between GC and TLE(no walls) 11) 1-1w11= 0.00 0.00 Hp11= 0.00 1-71= 57.33 w =WL H 2 (2Hw+H+WLPHP 2H P) w11= plf w11= plf w 12) Hw12= Hp12= 0.00 L12= W =WL H 2+W (2Hw+HP) w12= #DIV/01 plf W12= #### plf w 13) Hw13= Hp13= 0.00 L13= w =WL H 2 (2Hw+H+WLPHP 2H P) w13= #DIV/01 plf w13= #### plf w JOHNSTON BURKHOLDER ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 930 CENTRAL-KANSAS CITY,MO 64105 (P)816.421.4200 (F)816.421.4381 WM 3757 Arlington,WA OPD Date: 1/0/1900 Project#: 2401803757 Engineer: 0 SEISMIC LOADS Wall Height Roof Length m o Parapet Height Wall Weight Diaphgram Loads y 2 (JBE+5") (Seismic) m z .2 m aCu o (ft) (ft) (ft) (psf) o V Right side wall 1) Hw1 = 15.75 Hp1 = 6.25 L1= 56.33 Wt1= 84.00 s=(s16*W0 2+(slf*Wt)Hp( 2�HHp)+stC*SDL*L s1= 191 211 384 plf 0 2) 1-1w2= 0.00 Hp2= 0.00 L2= 0.00 Wt2= s=(SIX*Wt)2+(s1f*Wt)H,( 2HHp)+stC*SDL*L s2= ############plf Front wall at right 3) 1-1w3= 15.75 Hp3= 6.25 L3= 57.33 Wt3= 84.00 s=(s16*Wt)2+(slf*Wt)HP(2H_++Hp)+stC*SDzfL s3= 192 212 386 plf Front wall at left 4) Hw4= 15.83 Hp4= 6.17 L4= 57.33 Wt4= 84.00 s=(s1f*Wt)2+(s1f*Wt)H,( 2H3 _)+stC*SDPL s4= 192 212 386 plf Rear wall at right 5) 1-1w5= 15.75 Hp5= 6.25 L5= 0.00 Wt5= 84.00 s=(s1f*Wt)2+(slf*Wt)H,(2ZHHHp)+stC*SDzfL s5= 126 139 253 plf Rear wall at left 6) Hw6= 16.25 Hp6= 5.75 L6= 0.00 Wt6= 84.00 s=(s1f*Wt)2+(s1f*Wt)H,( 2H_ _)+stC*SDPL s6= 122 135 245 plf 0 7) 1-1w7= 0.00 Hp7= 0.00 L7= 0.00 Wt7= S =(Slf*Wt)2+(SIX*Wtu1p(2H_ Hp)+slf*SDL*L s,_ ############ plf Right wall seismic no roof 8) Hw8= 15.75 Hp$= 6.25 L6= 0.00 Wt8= 84.00 s=(s1f*Wt)2+(s1f*Wt)H,( 213Hp)+stC*SDL*L s8= 126 139 253 plf Front wall seismic no roof right 9) Hwy= 15.75 Hpy= 6.25 Ly= 0.00 Wt9= 84.00 s=(s1f*Wt)2+(slf H_ *Wt)H,(2 ++Hp)+stC*SDL*L s9= 126 139 253 plf Front wall seismic no roof left H (2H+H) 10) Hw10= 16.25 Hp10= 5.75 Lis= 0.00 Wt10= 84.00 s=(s1f*Wt) 2 +(s1f*Wt)H, 2H a +stC*SDPL slo= 122 135 245 plf Roof seismic between GC and TLE(no walls) H. (2H+H) 11) Hw11= 0.00 Hp11= 0.00 L11 = 57.33 Wt11= s=(s1f*Wt)2+(s1f*Wt)H, 2H p +stC*SDL*L s11= 67 74 135 plf 0 H (2H+H 12) Hw ) 2= 0.00 Hp12= 0.00 L12= 0.00 Wt12= s=(SIX*Wt) 2 +(s1f*Wt)H, 2H a +stC*SDL*L s12= ############plf 13 Hw13= 0.00 Hp13= 0.00 L13- O.00 Wt12= s=(slf* t)H+(slf* t) p(2H+Hp)+slf*SDL*L s 73= ############ pf 2 2H Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File:3757-Lateral.ec6 LIC#:KW-06015958,Build:20.25.08.20 JOHNSTON-BURKHOLDER (c)ENERCALC,LLC 1982-2025 DESCRIPTION: OPD diaphragm front-back (Wind)-Wind is WW front; LL is WW back Code References Governing Code : IBC 2021 Load Combinations Used :ASCE 7-16 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 57.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 L(o.212)W(o.112) L(0.112�W(0.212) X V v V X X X Span=57.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : L =0.1120, W =0.2120 k/ft, Extent=47.0-->> 57.0 ft, Tributary Width = 1.0 ft, (Front wall) Uniform Load : L =0.2120, W =0.1120 k/ft, Extent=35.333-->> 57.0 ft, Tributary Width = 1.0 ft, (Rear wall) DESIGN SUMMARY Maximum Bending = 24.737 k-ft 11 Maximum Shear= 3.90 k Load Combination W Only Load Combination W Only Span#where maximum occurs Span# 1 Span#where maximum occurs Span# 1 Location of maximum on span 41.040ft Location of maximum on span 57.000 ft Maximum Deflection Deflection Ratio Span Load Combo Max Downward Transient Deflection 4.231 in 161 Span#1 W Only Max Upward Transient Deflection 0.000 in 0 N/A Max Downward Total Deflection 0.000 in 0 Span#1 Max Upward Total Deflection 0.000 in 0 N/A Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.647 3.900 Overall MINimum W Only 0.647 3.900 Project Title: Engineer: Project ID: Project Descr: General Beam Analysis Project File:3757-Lateral.ec6 LIC#:KW-06015958,Build:20.25.08.20 JOHNSTON-BURKHOLDER (c)ENERCALC,LLC 1982-2025 DESCRIPTION: OPD diaphragm front-back (Seismic) Code References Governing Code : IBC 2021 Load Combinations Used :ASCE 7-16 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 57.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 E(0.067) E( .126) X c X. Span=57.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : E=0.1260 k/ft, Extent=47.0--»57.0 ft, Tributary Width = 1.0 ft, (Front wall no roof) Uniform Load : E=0.1260 k/ft, Extent=35.333-->>57.0 ft, Tributary Width = 1.0 ft, (Rear wall no roof) Uniform Load : E=0.0670 k/ft, Tributary Width = 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending = 47.961 k-ft I Maximum Shear= 5.270 k Load om ma ion E Only Load Combination E Only Span#where maximum occurs Span# 1 Span#where maximum occurs Span# 1 Location of maximum on span 36.195ft Location of maximum on span 57.000 ft Maximum Deflection Deflection Ratio Span Load Combo Max Downward Transient Deflection 9.566 in 71 Span#1 E Only Max Upward Transient Deflection 0.000 in 0 N/A Max Downward Total Deflection 0.000 in 0 Span#1 Max Upward Total Deflection 0.000 in 0 N/A Vertical Reactions Support notation : Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.539 5.270 Overall MINimum E Only 2.539 5.270 LATERAL ANALYSIS Overall Building Dimensions-- Length= 57.00 ft Depth= 58.67 ft F&B wall thickness= 8.00 in Side wall thickness= 8.00 in FRONT TO BACK ANALYSIS Shear walls each side(conservatively apply wind over entire width) Diaphragm width= 57.00 ft Diaphragm depth= 57.34 WIND SEISMIC Diaphragm Seismic Reaction Left= 2.60 k (See Enercalc) Diaphragm Seismic Reaction Right= 5.30 k (See Enercalc) Diaphragm Wind Reaction Left= 0.70 k (See Enercalc) Base Shear Left= 45 plf Diaphragm Wind Reaction Right= 3.90 k (See Enercalc) Base Shear Right= 92 plf Shear Left= 12 plf Diaphragm Shear Left= 50 plf Shear Right= 68 plf Diaphragm Shear Right= 102 plf Max Moment= 24.8 k-ft (See Enercalc) Max Moment= 48.0 k-ft (See Enercalc) Chord T/C= 0.43 k Chord T/C= 0.84 k SIDE TO SIDE ANALYSIS Right side WW only;Shear walls each side Diaphragm width= 58.67 ft Diaphragm depth= 56.33 Front shear wall length= 10.00 ft Rear shear wall length= 20.33 WIND Wall reaction at roof(WW side)= 212 plf SEISMIC Sesimic reaction at roof= 191 plf (service) Controlling wall reaction at roof= 212 plf (service) Diaphragm Seismic Reaction= 5.60 k Diaphragm Wind Reaction= 6.22 k Base shear= 99 plf Shear each end= 110 plf Diaphragm shear= 110 plf Moment= 91.2 k-ft Moment= 82.2 k-ft Chord T/C= 1.62 k Chord T/C= 1.46 k Joist drag strut length= 33.00 ft Joist drag strut axial load(wind) = 3.64 k Joist drag strut axial load(seismic) = 6.60 k (collector load) WALLANCHORAGE C&C wall wind= 12.8(factored) Roof ht= 15.75 ft Wall reaction at roof= 360 plf C&C paraepet wind= 34.6(factored) TOW= 22.00 ft Parapet ht= 6.25 ft Embed spacing= 4.00 ft Wind reaction at each embed= 1.44 k Seismic wall anchorage Fp= 0.336 W (factored) Wall seismic load= 28.2 psf Roof seismic load= 4.0 psf Side to Side-Use each joist for the continuous tie/sub-diaphragms Side wall anchorage reaction at roof= 662 plf Beam spacing= 5.25 ft Seismic subdiaphragm axial load= 3.47 k Each joist Front to back-Use deck ribs Max wall reaction at roof= 662 plf Embed spacing= 2.00 ft Seismic reaction at each embed= 1.32 k WM 3757 Arlington,WA OPD Date: 1/0/1900 Project# 2401803757 Engineer: 0 STEEL DESIGN Perimeter Angle Design(Side to side) Max Chord Force= 0.8 kips Use: L5x3x1/4(LLH) Fy= 36 ksi A= 20 Ar= 12.77 As= 1.94 inA2 Slenderness Check= Slender ry= 0.853 in Qs A= 0.80 Qs B= 1.07 L= 48 "OC" Qs= 0.80 E= 29000 ksi KL/r= 56.27 FE= 90 b= 5 in Fcr= 25.33 t= 0.25 in Pn/Q= 29.42 Compression Check= OK Perimeter Angle Design(Front to back) Max Chord Force= 1.6 kips Use: L4x4x1/4 Fy= 36 ksi A= 16 Ar= 12.77 As= 1.94 in^2 Slenderness Check= Slender ry= 1.25 in Qs A= 0.91 Qs B= 1.67 L= 48 "OC" Qs= 0.91 E= 29000 ksi KL/r= 38.40 FE= 194 b= 4 in Fcr= 30.57 t= 0.25 in Pn/Q= 35.52 Compression Check= OK Perimeter Angle Splice Bar Max Force= 1.6 kips Fy= 36 ksi Ft=0.6Fy= 21.60 ksi As req'd= 0.07 inA2 Use: 3/4"x2"Bar As provided= 1.375 in^2 OK Check Weld-(Assume 1/4"fillet) L req'd= 0.22 in Min Length of Bar= 0.44 in WM 3757 Arlington,WA OPD Date: 1/0/1900 2401803757 Engineer: 0 Type II Embed Plate Capacity(ACI 530-13) Plate Thickness=> tp,= 0.375 in Stud Diameter=> dia= 0.5 in Stud Length=> L= 5 in Effective Length=> Lb= 4.5 in Stud Spacing or Edge Distance=> Lb.= 7 in Masonry Strength=> fm= 2000 psi Stud Yield Stress=> fy= 50 ksi Shear Capacity(ACI 530 Section 2.1.4.3.2)- r ( )210.25 d2 (Equation 2-7) B,= 1558 Ibs (Masonry Crushing) J r 2 B- =0.36*7t*I dia l 2 I *f,*1000 (Equation 2-9) B,= 3534 Ibs (Steel Yeilding) B, = 1.25 *O[*l.b,^2*0.5)* f'm (Equation 2-6) B b= 4303 Ibs (Masonry Breakout) B Pry =2.5*(9r*l.b^2) fr m *Rf (Equation 2-8) B p,= 6259 Ibs (Anchor Pryout) Tension Capacity (ACI 530 Section 2.1.4.3.1.1)- Bab=1.25*�r*Lb2*f'MI.,*Rf (Equation 2-1) Bab= 3130 Ibs (Masonry Breakout) Ba = 0.60*z *C dia JI2 *fy *1000 (Equation 2-2) Be,= 5890 Ibs (Steel Yeilding) 2 Tension Reduction Factor- (Based on Geometry) Rf= 0.88 Single Stud Shear Capacity By= 1558 Ibs Single Stud Tension Capacity Ba= 3130 Ibs Combined Axial Tensions&Shear(ACI 530 Section 2.1.4.3.3)- h b + ° < 1 .0 (Equation 2-10) B B r a Shear Pier Design-Shear Wall Along Side wall General Information: Wind Base Shear= 3.90 kips Notes: Seismic Base Shear= 5.30 kips eismic Base Shear Multiplier= 1.5 kips 1.End wall reinforcement assumes(1)cells of Max Base Shear= 7.95 kips Moduli:Em=fm*900 reinforcement at wall spacing. Load Duration Factor= 1.00 Moduli:Ev=Em*0.4 Shear Pier Data fm= 2000 psi Fs= 24000 psi Pier#1 Pier#2 Pier#3 Pier#4 Pier#5 Pier#6 Pier#7 Pier#8 Pier Height= 17.08 ft 17.08 It 17.08 ft It ft It ft ft Pier Length= 18.67 ft 22.00 It 15.25 ft It ft It ft ft Wall Thickness= 7.63 in 7.63 in 7.63 in in in in in in "j"Depth Multiplier= 0.7679 0.8030 0.7158 #DIV/0! #DIV/O! #DIV/0! #DIV/O! #DIV/01 Pier Fixity= Pin-Fix Pin-Fix Pin-Fix Pin-Fix Pin-Fix Pin-Fix Pin-Fix Grouted Cell Spacing= 48 in 48 in 48 in 48 in 48 in 48 in 48 in in Special Inspection= Yes Yes Yes Yes Yes Yes Yes A= 40.7 in^2/ft 40.7 in^2/ft 40.7 in^2/ft N/A in^2/ft N/A in^2 per N/A in^2 per N/A in^2 per N/A in^2 per I = 351.7 in^4/ft 351.7 in^4/ft 351.7 in^4/ft N/A in^4/ft N/A in^4 per N/A in^4 per N/A in^4 per N/A in^4 per A Pier= 583.50 in^2 719.03 in^2 444.31 in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 I Pier = 6566.239 in^4 7737.4 in^4 5363.425 in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 Shear Pier Analysis Height/Length= 0.9148 0.7764 1.1200 #DIV/0! #DIV/O! #DIV/0! #DIV/O! #DIV/0! (H/L)^3 0.7657 0.4679 1.4049 #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/0! Rel.Def= 0.4033 0.2917 0.6236 #DIV/0! #DIV/O! #DIV/0! #DIV/O! N/A Sum Rigidity= 7511.19 Rigidity(1000/deft)= 2479.72 3427.86 1603.61 #DIV/O! #DIV/O! #DIV/0! #DIV/O! #VALUE! %Force to Pier= 33.01 % 45.64% 21.35% #DIV/O! % #DIV/O! % #DIV/O! % #DIV/O! % #VALUE! % Shear to Pier= 2.62 kip 3.63 kip 1.70 kip #DIV/0! kip #DIV/O! kip #DIV/O! kip #DIV/O! kip #VALUE! kip M= 44.83 kip-ft 61.97 kip-ft 28.99 kip-ft #DIV/O! kip-ft #DIV/O! kip-ft #DIV/O! kip-ft #DIV/O! kip-ft N/A kip-ft M/(V*d)= 1.1914 0.9668 1.5646 #DIV/0! #DIV/O! #DIV/O! #DIV/O! #VALUE! Em= 1800000 psi 1800000 psi 1800000 psi 1800000 psi 1800000 psi 1800000 psi 1800000 psi 1800000 psi Ev= 720000 psi 720000 psi 720000 psi 720000 psi 720000 psi 720000 psi 720000 psi 720000 psi Shear Pier Design fvm= 4.50 psi 5.05 psi 3.82 psi #DIV/O! psi #DIV/O! psi #DIV/0! psi #DIV/O! psi #VALUE! psi M/Vd<1.0 Fvm= 41.87 psi 45.22 psi 36.31 psi #DIV/O! psi #DIV/O! psi #DIV/O! psi #DIV/O! psi N/A psi Fvm(max)= 26.39 psi 36.49 psi 9.59 psi #DIV/0! psi #DIV/O! psi #DIV/0! psi #DIV/O! psi #VALUE! psi M/Vd>1.0 Fvm= 44.72 psi 44.72 psi 44.72 psi 44.72 psi 44.72 psi 44.72 psi 44.72 psi N/A psi Fvm(max)= 35.00 psi 35.00 psi 35.00 psi 35.00 psi 35.00 psi 35.00 psi 35.00 psi 35.00 psi Fvm= 35.00 psi 36.49 psi 35.00 psi #DIV/O! psi #DIV/O! psi #DIV/0! psi #DIV/O! psi #VALUE! psi Shear Stress Ratio 0.13<1.00 0.14<1.00 0.11 <1.00 #DIV/O! <1.00 #DIV/O! <1.00 #DIV/O! <1.00 #DIV/O! <1.00 #VALUE! <1.00 Horizontal Av Req'd Not Req'd Not Req'd Not Req'd #DIV/O! #DIV/O! #DIV/O! #DIV/O! #VALUE! Moment of Inertia I= 7145544 in^4 11691504 in^4 3894143 in^4 0 in^4 0 in^4 0 in^4 0 in^4 0 in^4 Pier Deflection= 0.000 in 0.000 in 0.000 in #DIV/O! in #DIV/O! in #DIV/01 in #DIV/O! in #VALUE! in As Req'd Bending Steel= 0.1303 in^2 0.1462 in^2 0.1106 in^2 #DIV/O! in^2 #DIV/O! in^2 #DIV/O! in^2 #DIV/O! in^2 #VALUE! in^2 OK OK OK #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! Shear Pier Design-Shear Wall Along Front Wall General Information: Wind Base Shear= 6.22 kips Notes: Seismic Base Shear= 5.60 kips eismic Base Shear Multiplier= 1.5 kips 1.End wall reinforcement assumes(1)cells of Max Base Shear= 8.40 kips Moduli:Em=fm*900 reinforcement at wall spacing. Load Duration Factor= 1.00 Moduli:Ev=Em*0.4 Shear Pier Data fm= 2000 psi Fs= 24000 psi Pier#1 Pier#2 Pier#3 Pier#4 Pier#5 Pier#6 Pier#7 Pier#8 Pier Height= 17.25 ft ft ft ft ft ft ft ft Pier Length= 10.00 ft ft ft ft ft ft ft ft Wall Thickness= 7.63 in in in in in in in in "j"Depth Multiplier= 0.9000 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/01 Pier Fixity= Pin-Fix Pin-Fix Pin-Fix Pin-Fix Pin-Fix Pin-Fix Pin-Fix Grouted Cell Spacing= 8 in 48 in 48 in 48 in 48 in 48 in 48 in in Special Inspection= Yes Yes Yes Yes Yes Yes Yes A= 91.5 in^2/ft N/A in^2/ft N/A in^2/ft N/A in^2/ft N/A in^2 per N/A in^2 per N/A in^2 per N/A in^2 per I = 440.2 in^4/ft N/A in^4/ft N/A in^4/ft N/A in^4/ft N/A in^4 per N/A in^4 per N/A in^4 per N/A in^4 per A Pier= 823.50 in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 I Pier = 4402 in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 Shear Pier Analysis Height/Length= 1.7250 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! (H/L)^3 5.1330 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Rel.Def= 1.7852 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! N/A Sum Rigidity= 560.16 Rigidity(1000/deft)= 560.16 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #VALUE! %Force to Pier= 100.00% #DIV/0! % #DIV/0! % #DIV/0! % #DIV/0! % #DIV/0! % #DIV/0! % #VALUE! % Shear to Pier= 8.40kip #DIV/0! kip #DIV/0! kip #DIV/0! kip #DIV/0! kip #DIV/0! kip #DIV/0! kip #VALUE! kip M= 144.90 kip-ft #DIV/0! kip-ft #DIV/0! kip-ft #DIV/0! kip-ft #DIV/0! kip-ft #DIV/0! kip-ft #DIV/0! kip-ft N/A kip-ft M/(V*d)= 1.9167 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #VALUE! Em= 1800000 psi 1800000 psi 1800000 psi 1800000 psi 1800000 psi 1800000 psi 1800000 psi 1800000 psi Ev= 720000 psi 720000 psi 720000 psi 720000 psi 720000 psi 720000 psi 720000 psi 720000 psi Shear Pier Design fvm= 10.20 psi #DIV/01 psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #VALUE! psi M/Vd<1.0 Fvm= 31.06 psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi N/A psi Fvm(max)_ -6.25 psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #VALUE! psi M/Vd>1.0 Fvm= 44.72 psi 44.72 psi 44.72 psi 44.72 psi 44.72 psi 44.72 psi 44.72 psi N/A psi Fvm(max)= 35.00 psi 35.00 psi 35.00 psi 35.00 psi 35.00 psi 35.00 psi 35.00 psi 35.00 psi Fvm= 35.00 psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #VALUE! psi Shear Stress Ratio 0.29<1.00 #DIV/0! <1.00 #DIV/0! <1.00 #DIV/0! <1.00 #DIV/0! <1.00 #DIV/0! <1.00 #DIV/0! <1.00 #VALUE! <1.00 Horizontal Av Req'd Not Req'd #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #VALUE! Moment of Inertia I= 1098000 in^4 0 in^4 0 in^4 0 in^4 0 in^4 0 in^4 0 in^4 0 in^4 Pier Deflection= 0.008 in #DIV/0! in #DIV/0! in #DIV/0! in #DIV/0! in #DIV/0! in #DIV/0! in #VALUE! in As Req'd Bending Steel= 0.6708 in^2 #DIV/0! in^2 #DIV/0! in^2 #DIV/0! in^2 #DIV/0! in^2 #DIV/0! in^2 #DIV/0! in^2 #VALUE! in^2 OK #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Shear Pier Design-Shear Wall Along Rear Wall General Information: Wind Base Shear= 6.22 kips Notes: Seismic Base Shear= 5.60 kips eismic Base Shear Multiplier= 1.5 kips 1.End wall reinforcement assumes(1)cells of Max Base Shear= 8.40 kips Moduli:Em=fm*900 reinforcement at wall spacing. Load Duration Factor= 1.00 Moduli:Ev=Em*0.4 Shear Pier Data fm= 2000 psi Fs= 24000 psi Pier#1 Pier#2 Pier#3 Pier#4 Pier#5 Pier#6 Pier#7 Pier#8 Pier Height= 17.25 ft It ft It ft It ft ft Pier Length= 19.00 ft ft ft It ft It ft ft Wall Thickness= 7.63 in in in in in in in in "j"Depth Multiplier= 0.7719 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/01 Pier Fixity= Pin-Fix Pin-Fix Pin-Fix Pin-Fix Pin-Fix Pin-Fix Pin-Fix Grouted Cell Spacing= 48 in 48 in 48 in 48 in 48 in 48 in 48 in in Special Inspection= Yes Yes Yes Yes Yes Yes Yes A= 40.7 in^2/ft N/A in^2/ft N/A in^2/ft N/A in^2/ft N/A in^2 per N/A in^2 per N/A in^2 per N/A in^2 per I = 351.7 in^4/ft N/A in^4/ft N/A in^4/ft N/A in^4/ft N/A in^4 per N/A in^4 per N/A in^4 per N/A in^4 per A Pier= 596.93 in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 #VALUE! in^2 I Pier = 6682.3 in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 #VALUE! in^4 Shear Pier Analysis Height/Length= 0.9079 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! (H/L)^3 0.7484 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Rel.Def= 0.3970 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! N/A Sum Rigidity= 2518.76 Rigidity(1000/deft)= 2518.76 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #VALUE! %Force to Pier= 100.00% #DIV/0! % #DIV/0! % #DIV/0! % #DIV/0! % #DIV/0! % #DIV/0! % #VALUE! % Shear to Pier= 8.40kip #DIV/0! kip #DIV/0! kip #DIV/0! kip #DIV/0! kip #DIV/0! kip #DIV/0! kip #VALUE! kip M= 144.90 kip-ft #DIV/0! kip-ft #DIV/0! kip-ft #DIV/0! kip-ft #DIV/0! kip-ft #DIV/0! kip-ft #DIV/0! kip-ft N/A kip-ft M/(V*d)= 1.1761 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #VALUE! Em= 1800000 psi 1800000 psi 1800000 psi 1800000 psi 1800000 psi 1800000 psi 1800000 psi 1800000 psi Ev= 720000 psi 720000 psi 720000 psi 720000 psi 720000 psi 720000 psi 720000 psi 720000 psi Shear Pier Design fvm= 14.07 psi #DIV/01 psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #VALUE! psi M/Vd<1.0 Fvm= 42.10 psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi N/A psi Fvm(max)= 27.07 psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #VALUE! psi M/Vd>1.0 Fvm= 44.72 psi 44.72 psi 44.72 psi 44.72 psi 44.72 psi 44.72 psi 44.72 psi N/A psi Fvm(max)= 35.00 psi 35.00 psi 35.00 psi 35.00 psi 35.00 psi 35.00 psi 35.00 psi 35.00 psi Fvm= 35.00 psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #DIV/0! psi #VALUE! psi Shear Stress Ratio 0.40<1.00 #DIV/0! <1.00 #DIV/0! <1.00 #DIV/0! <1.00 #DIV/0! <1.00 #DIV/0! <1.00 #DIV/0! <1.00 #VALUE! <1.00 Horizontal Av Req'd Not Req'd #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #VALUE! Moment of Inertia I= 7531182 in^4 0 in^4 0 in^4 0 in^4 0 in^4 0 in^4 0 in^4 0 in^4 Pier Deflection= 0.001 in #DIV/0! in #DIV/0! in #DIV/0! in #DIV/0! in #DIV/0! in #DIV/0! in #VALUE! in As Req'd Bending Steel= 0.4116 in^2 #DIV/0! in^2 #DIV/0! in^2 #DIV/0! in^2 #DIV/0! in^2 #DIV/0! in^2 #DIV/0! in^2 #VALUE! in^2 OK #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! SIDE TO SIDE SHEAR WALL FOOTINGS Friction coef= 0.35 Soil wt.= 115 pcf Passive pres= 0 psf Conc.weight= 150 pcf Shear Wall Footing-Front wall Slab Roof Diaphragm Reaction Slab Thickness= in Wind Shear= 6.2 kips Slab Width= ft Seismic Shear= 5.6 kips Slab Weight= 0 plf Wall Footing size Length of Wall= 10.00 ft Width= 2.00 ft Thicknes of Wall= 7.63 in Thickness= 1.00 ft Wall Weight= 83.0 psf Weight= 300 plf TOW EL= 122.00 ft Soil Wt.Above Ftg= 209 plf TOF EL= 98.67 ft Ave Roof EL= 115.83 ft Roof Reliable Dead Load(12psf)= plf Wall Weight= 1936 plf Joist Girder Reactions(reliable dead load)= kips Perpendicular Wall 1(assumes 5'of wall will contribute): Wall Weight= 1200 plf Total Vertical Dead Load= 24 kips Footing Weight= 300 plf Friction Resistance= 9 kips Bot of Footing Depth= ft Friction Resistance= 3 kips Sliding Factor of Safety(wind)= 1.80 O.K. Passive pressure resistance= 0 kips(doesn't include the top 16") Sliding Factor of Safety(seismic)= 2.00 O.K. Perpendicular Wall 2(assumes 10'of wall will contribute): Wind Overturning= 113 kip-ft Wall Weight= plf Seismic Overturning= 102 kip-ft Footing Weight= plf Overturning Resistance= 122 kip-ft Bot of Footing Depth= ft Friction Resistance= 0 kips Overturning Factor of Safety(wind)= 1.08 no gooc Passive pressure resistance= 0 kips(doesn't include the top 16") Overturning Factor of Safety(seismic)= 1.20 no gooc DOWEL NEW FOOTING TO EXISTING TO RESIST SLIDING Shear Wall Footing-Front/Back walls Slab Roof Diaphragm Reaction Slab Thickness= in Wind Shear= 6.2 kips Slab Width= ft Seismic Shear= 5.6 kips Slab Weight= 0 plf Wall Footing size Length of Wall= 19.00 ft Width= 2.00 ft Thicknes of Wall= 7.63 in Thickness= 1.00 ft Wall Weight= 54.0 psf Weight= 300 plf TOW EL= 122.00 ft Soil Wt.Above Ftg= 209 plf TOF EL= 98.67 ft Ave Roof EL= 115.83 ft Roof Reliable Dead Load(12psf)= plf Wall Weight= 1260 plf Joist Girder Reactions(reliable dead load)= kips Perpendicular Wall 1(assumes 10'of wall will contribute): Wall Weight= plf Total Vertical Dead Load= 34 kips Footing Weight= plf Friction Resistance= 12 kips Bot of Footing Depth= ft Friction Resistance= 0 kips Sliding Factor of Safety(wind)= 1.89 O.K. Passive pressure resistance= 0 kips(doesn't include the top 16") Sliding Factor of Safety(seismic)= 2.10 O.K. Perpendicular Wall 2(assumes 10'of each wall will contribute): Wind Overturning= 113 kip-ft Wall Weight= plf Seismic Overturning= 102 kip-ft Footing Weight= plf Overturning Resistance= 319 kip-ft Bot of Footing Depth= ft Friction Resistance= 0 kips Overturning Factor of Safety(wind)= 2.83 O.K. Passive pressure resistance= 0 kips(doesn't include the top 16") Overturning Factor of Safety(seismic)= 3.14 O.K. Project: Date: Number: Engineer: DIAPHRAGM DESIGN SUMMARY Wind Uplift&Maximum Deck Shears(from lateral analysis): Front-Back Wind= 68 plf Side-Side Wind= 110 plf Front-Back Seismic= 102 plf Side-Side Seismic= 110 plf Include Tension Check= Yes MWFRS Uplift(Service)= 14.3 psf Positive Interior Pressure, Edge Zone C&C(<10 ft`)(Service)= 28.4 psf Positive Interior Pressure, Edge Zone Diaphragm Design Input: <--Based on 1 1/2"x 36"Type"B"Wide Rib Metal Roof Deck--> Deck Gage= 22 GA ASTM A1008 Fastener Pattern= 36-7 Fy= 60 ksi Sidelap Fastener= #10 Screws-Proprietary F = 62 ksi Deck Grade= Grade 80 Fxx= 60 ksi Average Support Spacing= 5.25 ft Edge Support Fastener Spacing= 6.00 in Screw/PAF Factor of Weld Factor of Safety Maximum Wind Shear= 110 plf Safety Maximum Seismic Shear= 110 plf Wind= 2.35 2.35 Seismic= 2.50 3.00 Diaphragm Design Results: ALLOWABLE ALLOWABLE SUPPORT FASTENER TYPE SIDELAP FASTENER SPACING DIAPHRAGM DIAPHRAGM SHEAR-WIND SHEAR-SEISMIC 0 5/8"VISIBLE DIAMETER PUDDLE WELDS ( 1 )AT(2)EQ SPACES 428 PLF 335 PLF W W 3: 3/4"VISIBLE DIAMETER PUDDLE WELDS ( 1 )AT(2)EQ SPACES 509 PLF 398 PLF #12-14 SELF DRILLING SCREWS ( 1 )AT(2)EQ SPACES 294 PLF 278 PLF co #12-24 SELF DRILLING SCREWS ( 1 )AT(2)EQ SPACES 296 PLF 278 PLF (If SIMPSON XL(0.125") ( 1 )AT(2)EQ SPACES 315 PLF 298 PLF SIMPSON XL(0.250") ( 1 )AT(2)EQ SPACES 345 PLF 324 PLF HILTI X-HSN-24 ( 1 )AT(2)EQ SPACES 253 PLF 268 PLF HILTI X-ENP-19-1_15 ( 1 )AT(2)EQ SPACES 268 PLF 286 PLF a PNEUTEK SDK-61075 ( 1 )AT(2)EQ SPACES 257 PLF 274 PLF a PNEUTEK SDK-63075 ( 1 )AT(2)EQ SPACES 283 PLF 302 PLF PNEUTEK K-66062 ( 1 )AT(2)EQ SPACES 298 PLF 316 PLF Design Notes: 1.All calculations are based on the AISI S100 and the SDI 4th Edition Diaphragm Design Manual(DDM04). 2.All diaphragm shears listed above include the applicable factor of safety. 3.All support fasteners shall be one of the fasteners listed above. 4. Maximum sidelap spacing is 36"for support spans greater than 5'-0". 5.All sidelap fasteners shall be self drilling,self tapping screws manufactured by Buildex, Elco, Hilti,or Simpson. Project: Engineer: Number: Date: STEEL ROOF DECK DIAPHRAGM DEFLECTION CALCULATION - EXPANSION (F-B) INPUT-DIAPHRAGM STIFFNESS Deck Gage= 22 GA ASTM A1008 Support Fastener= 0.625 in Arc Welds F,= 60 ksi Sidelap Fastener= #10 Screws-Proprietary F = 62 ksi Fastener Pattern= 36-7 F.= 60 ksi Deck Grade= Grade 80 Avg.Support Spacing= 5.25 ft =L,an Number of Sidelaps= 2 GENERAL PARAMETERS ASTM Steel Type= A1008 Yield and Tensile Strength E= 29,000 ksi Modulus of Elasticity Dd= 1.5 in Depth of Wide Rib Deck Profile t= 0.0295 in Thickness of metal deck w= 36.00 in Deck panel width Number of Spans= 3 Assume 3 span condition Lsheet= 15.75 ft Min length of deck sheet np= 2 Number of interior supports ns= 6 Total number of sidelap fasteners a= 2.00 exterior support fastener group distribution d-= 6.00 in Corrugation pitch for wide rib deck s= 8.18 in Developed width of corrugation per pitch dwr D= 1237 in Warping Coefficient = 0.900 Assume 3 span condition SDI Stiffness Equations S% 2 C C= E*t*—*w Kl ) 2*a+na*a+2 *ns*S> —3*Lsp *�LsAesr*12 s an * G' _ E t 2.6 `d+P -L D*12+C*Lsh..r*12 sneer DIAPHRAGM STIFFNESS RESULTS Calculated Per SDI Criteria: Sf= 0.0067 in/kip C= 0.0253 1/in Ss= 0.0175 in/kip Kf= 0.3031 1/ft G'= 60.21 kip/in Final Design: SDI Criteria G'= 60.21 kip/in F= 16.61 106 in/lbs Diaphragm= Semi-Flexible Project: 0 Engineer: 0 Number: 0 Date: 1/0/1900 INPUT-DIAPHRAGM DEFLECTION Diaphragm Span Ld= 56.33 ft Wind Factors Diaphragm Depth Bd= 57.33 ft I Deflection=0.70 Front Steel Chord Area Act= 1.94 in Rear Steel Chord Area A.= 1.94 in Seismic Factors Wind Max Deck Shear(Service)= 68 plf Cd= 4.00 Wind Max Diaphragm Moment(Service)= 25 kip*ft I= 1.00 p= 1.30 Seismic Max Deck Shear(Service)= 102 plf ASD= 0.70 Seismic Max Diaphragm Moment(Service)= 48 kip*ft Diaphragm Support Deflection= 0.125 in Estimated Moment of Inertia Roof Height at Maximum Deflection H= 16.92 ft ichord= 4.59E+05 in Ideck= 8.00E+05 in DIAPHRAGM DEFLECTION -WIND DIAPHRAGM DEFLECTION -SEISMIC Shear Deflection(Service) Shear Deflection(Ultimate) VwM= 48 plf Deck Shear VeQ= 112 plf Deck Shear G'= 60.21 kip/in Shear Modulus G'= 60.21 kip/in Shear Modulus 45= 0.0111 in Shear Deflection 45= 0.0262 in Shear Deflection Bending Deflection(Service) Bending Deflection(Ultimate) gavg,w= 44 plf Based on Moment gavg,eQ= 133 plf Based on Moment 4b= 0.0003 in Bending Deflection 4b= 0.0008 in Bending Deflection Total Deflection(Service) Total Deflection(with Seismic Amplification) Ut.wlnd= 0.14 in at.eg*Cd= 0.61 in ALLOWABLE STORY DRIFT EQUATIONS = 2.03 in 0.010*H for masonry walls Bd*12 2 IchorC= fC`( 2 ) MINIMUM BUILDING SEPARATION Id.ck=12*t*(Bd*12)3 m= 0.61 in Min Property Line Offset _y11I1000*0.5*Ld a' 2*C Ot.bldgl= 0.61Xin Ot.bldg2= 0.50 5*9av°112*(Ld*12)4 Min Expansion Joint Width dy 384*E*I*1000 ASSUMED MAX DEFLECTION J DEFLECTION OF urn:— At3ldyl2+OC bIdy22 OF EXISTING GC AND TLE EXPANSION FRONT-BACK ROOF FRONT-BACK(LONG MIN EXP JOINT WIDTH AT FRONT/BACK NARROW DIAPHRAGMS OF EXPANSION AT EXISTING WALLS WON'T DEFLECT MUCH) i. uuiauUns are based on the AISI S100 and the SDI 4th Edition Diaphragm Design Manual(DDM04). 2.All sidelap fasteners shall be self drilling,self tapping screws manufactured by Buildex,Elco,Hilti,or Simpson. Project: Engineer: Number: Date: STEEL ROOF DECK DIAPHRAGM DEFLECTION CALCULATION - EXPANSION (S-S) INPUT-DIAPHRAGM STIFFNESS Deck Gage= 22 GA ASTM A1008 Support Fastener= 0.625 in Arc Welds F,= 60 ksi Sidelap Fastener= #10 Screws-Proprietary F = 62 ksi Fastener Pattern= 36-7 F.= 60 ksi Deck Grade= Grade 80 Avg.Support Spacing= 5.25 ft =L,an Number of Sidelaps= 2 GENERAL PARAMETERS ASTM Steel Type= A1008 Yield and Tensile Strength E= 29,000 ksi Modulus of Elasticity Dd= 1.5 in Depth of Wide Rib Deck Profile t= 0.0295 in Thickness of metal deck w= 36.00 in Deck panel width Number of Spans= 3 Assume 3 span condition Lsheet= 15.75 ft Min length of deck sheet np= 2 Number of interior supports ns= 6 Total number of sidelap fasteners a= 2.00 exterior support fastener group distribution d-= 6.00 in Corrugation pitch for wide rib deck s= 8.18 in Developed width of corrugation per pitch dwr D= 1237 in Warping Coefficient = 0.900 Assume 3 span condition SDI Stiffness Equations S% 2 C C= E*t*—*w Kl ) 2*a+na*a+2 *ns*S> —3*Lsp *�LsAesr*12 s an * G' _ E t 2.6 `d+P -L D*12+C*Lsh..r*12 sneer DIAPHRAGM STIFFNESS RESULTS Calculated Per SDI Criteria: Sf= 0.0067 in/kip C= 0.0253 1/in Ss= 0.0175 in/kip Kf= 0.3031 1/ft G'= 60.21 kip/in Final Design: SDI Criteria G'= 60.21 kip/in F= 16.61 106 in/lbs Diaphragm= Semi-Flexible Project: 0 Engineer: 0 Number: 0 Date: 1/0/1900 INPUT-DIAPHRAGM DEFLECTION Diaphragm Span Ld= 57.33 ft Wind Factors Diaphragm Depth Bd= 56.33 ft IDeflection=0.70 Front Steel Chord Area Act= 1.94 in Rear Steel Chord Area A.= 1.94 in Seismic Factors Wind Max Deck Shear(Service)= 110 plf Cd= 4.00 Wind Max Diaphragm Moment(Service)= 92 kip'ft I= 1.00 p= 1.30 Seismic Max Deck Shear(Service)= 110 plf ASD= 0.70 Seismic Max Diaphragm Moment(Service)= 83 kip*ft Diaphragm Support Deflection= 0.125 in Estimated Moment of Inertia Roof Height at Maximum Deflection H= 16.92 ft ichord= 4.43E+05 in Neck= 7.59E+05 in DIAPHRAGM DEFLECTION -WIND DIAPHRAGM DEFLECTION -SEISMIC Shear Deflection(Service) Shear Deflection(Ultimate) Vwind= 77 plf Deck Shear VeQ= 121 plf Deck Shear G'= 60.21 kip/in Shear Modulus G'= 60.21 kip/in Shear Modulus 45= 0.0183 in Shear Deflection 45= 0.0288 in Shear Deflection Bending Deflection(Service) Bending Deflection(Ultimate) gavg.w= 157 plf Based on Moment gavg,eQ= 222 plf Based on Moment 4b= 0.0011 in Bending Deflection 4b= 0.0015 in Bending Deflection Total Deflection(Service) Total Deflection(with Seismic Amplification) Ut.wind= 0.14 In St.eq*Cd= 0.62 in ALLOWABLE STORY DRIFT EQUATIONS = 2.03 in 0.010*H for masonry walls Bd*12 2 IchorC= fC`( 2 ) MINIMUM BUILDING SEPARATION Id.ck=12*t*(Bd*12)3 m= 0.62 in Min Property Line Offset _y11/1000*0.5*Ld a' 2*C At.bldgl= 0.62 I Ot.bld92= in 5*9avp/12*(Ld*12)4 �mt= 0.62 in Min Expansion Joint Width dy 384*E*I*1000 DEFLECTION OF EXPANSION SIDE-SIDE; - A z z m: t3ldyl +�C.bldy2 SEE EXISTING BUILDING DIAPHRAGM DEFLECTION CHECK FOR TOTAL 1.All calculations are based on the AISI S100 and the SDI 4th Edition Diaphragm Design Manual(DDM04). 2.All sidelap fasteners shall be self drilling,self tapping screws manufactured by Buildex,Elco,Hilti,or Simpson. JOHNSTON BURKHOLDER ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 930 CENTRAL-KANSAS CITY,MO 64105 (P)816.421.4200 (F)816.421.4381 3757 Existing Building - LATERAL ANALYSIS PROJECT INFORMATION: Project Name: 3757 Existing Building Project Number: 2401813757 Proto: Building Code: Engineer: Date: WIND LOADS: Main Wind Force Resisting System (MWFRS) Windward Wall = WW= 10.6 psf Windward Parapet= WWp = 18.0 psf Leeward Wall = WL = 3.0 psf Leeward Parapet= WLp = 12.0 psf Components & Cladding Pressures(100 sf) Max Wall Suction = WS = psf Max Parapet Pressure = Wsp = psf SEISMIC LOADS: Service Loads Base Shear Coefficient= Transverse => SlfBt= 0.1070 *W Longitudinal => SlfB1 = 0.1070 *W Diaphgram Shear Coefficient= Transverse => Slfpt= 0.1070 *W Longitudinal => Slfpi = 0.1070 *W Collector Shear Coefficient= Transverse => Slfct= *W Longitudinal => Slfc, = *W Out-of-Plane Anchorage Coefficient= Transverse => Slfot= *Wwall Longitudinal => Slfoi = *Wwall Seismic Dead Load = SDL = 12.0 psf JOHNSTON BURKHOLDER ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 930 CENTRAL-KANSAS CITY,MO 64105 (P)816.421.4200 (F)816.421.4381 3757 Existing Building Date: 1/0/1900 Project# 2401813757 Engineer: 0 LONGITUDINAL WIND LOADS Wall Wall Height Roof Length JBE+5 TOM Parapet Height Seismic Diaphgram Wind Loads(Windward at lef) No. ( ) (Seismic) Wind Loads (ft) (ft) (ft) (ft) Leeward at left Grid 1 H 1) Hwl= 19.08 26.67 HP,= 7.59 L,= 466.33 w=W (2Hw +Ww^ 2H+HP) wl= 265 plf w,= 138 plf 2 w 2) Hw2= Hpz= 0.00 Lz= w=Ww Hw+WwpHP 2H(2Hw+HP) wz= #DIV/0! plf w2= #### plf 2 w Grid 10,typ 3) Hw3= 19.08 26.67 Hp3= 7.59 L3= 0.00 w =WL jj 2+WLPHP 2H(2Hw+HP) w3= 138 plf w3= 265 plf w Grid 10,GC/TLE(Seismic Only) 4) Hw4= 19.08 19.08 HP4= 0.00 L4= 0.00 w =WL H 2 (2H+WLPHP 2H+H P) w4= plf w4= plf Grid 11 GC w H 5) Hw5= 20.33 26.67 Hvs= 6.34 L5= 46.00 w =WL 2 (2Hw+H+WLPHP 2H P) w5= 119 plf w5= 240 plf Grid 10.8 TLE w H. (2H +H ) 6) Hw6= 19.83 26.67 Ho= 6.84 L6= 34.67 w =WL 2+WLPHP 2H P W6= 126 plf w6= 250 plf w 7) Hwy= HP7= 0.00 L7= w=Ww H Hw 2H+WwPHP (2Hw+H P) W= #DIV/01 plf W= #### plf w 8) Hw8= Hp8= 0.00 L8= w =WL H 2+WLPHP 2H(2Hw+H P) w$_ #DIV/0! plf w6= #### plf w 9) Hwy= Hp9= 0.00 L9= w =WL H 2+WLPHP(2Hw w++HP) wy= #DIV/01 plf W9= #### plf w 10) Hwio= HPio= 0.00 Lio= w =WL 2 Hw+WLPHP 2H(2Hw+Hp) woo= #DIV/0! plf w,o= #### plf w Ht= 9.5 JOHNSTON BURKHOLDER ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 930 CENTRAL-KANSAS CITY,MO 64105 (P)816.421.4200 (F)816.421.4381 3757 Existing Building Date: 1/0/1900 Project# 2401813757 Engineer: 0 TRANSVERSE WIND LOADS Transverse RISA Members: X Y LONG-MAIN DIAPHRAGM LOADING TRANS BLC 2-Long.Wind BLC 1 - Long.Wind Windward-left Leeward-left Wall Length Uniform Loads Uniform Loads Mark of Wall RISA Member (kIf) Rise Coord. ld Rise Coord. Start End Start End Start JEnd Start End w1 300.67 LONG-MAIN 0.265 0.265 0.00 300.67 0.138 1 0.138 0.00 300.67 BLC 4-Long.Wind BLC 3-Long.Wind Leeward-ri ht (Wind ard-ri ht Wall Length Uniform Loads Uniform Loads Mark of Wall RISA Member klf Rise Coord. ld Rise Coord. Start End Start End Start End Start End w3 45.33 LONG-MAIN 0.138 0.138 0.00 45.33 0.265 0.265 0.00 45.33 w4 90.00 LONG-MAIN 0.000 0.000 45.33 135.33 0.000 0.000 45.33 135.33 w3 57.34 LONG-MAIN 0.138 0.138 135.33 192.67 0.265 0.265 135.33 192.67 w4 108.00 LONG-MAIN 0.000 0.000 192.67 300.67 0.000 0.000 192.67 300.67 w5 90.00 LONG-MAIN 0.119 0.119 45.33 135.33 0.240 0.240 45.33 135.33 w6 108.00 LONG-MAIN 0.126 0.126 192.67 300.67 0.250 0.250 192.67 300.67 JOHNSTON BURKHOLDER ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 930 CENTRAL-KANSAS CITY,MO 64105 (P)816.421.4200 (F)816.421.4381 3757 Existing Building Date: 1/0/1900 Project#: 2401813757 Engineer: 0 LONGITUDINAL SEISMIC LOADS Wall Wall Height Roof Length Parapet Height Wall Weight Diaphgram Seismic Loads m No. (JBE+5") (Seismic) m Ln m m o (ft) (ft) (ft) pet 5 U Grid 1 1) Hw,= 19.08 Hp,= 7.59 L,= 466.33 Wt,= 8 (r� 4.00 = *Wt) +(z�*wt 2H+H° +sz�*sDL*z s,= 767 767 0 plf 0 +H 2) Hw2= 0.00 Hp2= 0.00 L2= 0.00 Wt2= _(I}*Wt)2+(zX*-)H �° +sI *SD s2= #### #t/### #####plf Grid 10,typ 3) Hw3= 19.08 Hp3= 7.59 L3= 0.00 Wt3= 84.00 =(srtC*wt)2+(sz�*Wry(u�Hp)+sz�*sDzz s3= 168 168 0 plf Grid 10,GC/TLE(Seismic Only) 4) H,„,= 19.08 Hp4= 0.00 L4= 0.00 Wta= 84.00 s=OtC*wt)2+(szx*Wry(uwIH,)+szf*SD-L s,= 86 86 0 plf Grid 11 GC 5) Hw5= 20.33 Hp,= 6.34 L5= 46.00 Wt,= 133.00 =(srtC*Wt)2+(sz�*Wry(u Hp)+sz�*sDzz s5= 309 309 0 plf Grid 10.8 TLE 6) H.= 19.83 Hp6= 6.84 L8= 34.67 Wt5= 84.00 =(zJa*Wt) +(sz�*Wt 2x+H° +sz�*sDL*z se= 206 206 0 plf 0 +H 7) Hw,= 0.00 Hp,= 0.00 L,= 0.00 Wt,= _(r4*wt)2+(zX*-)H �° +slf*SD-L s,_ #### #t/### #q###plf 0 8) H B= 0.00 Ho= 0.00 Le= 0.00 Wt8= _(r4*wt)2+�zX*-)Hp( �H°)+sI *sDL*L s8= ##q# #tl### #k###plf 0 9) Hwy= 0.00 Hp,= 0.00 L,= 0.00 Wt,= =(s1f*w0 2+(szX*-)H(uwHHp)+szf*SD-L s9= #### #t/### #####plf 0 10) Hw,o= 0.00 Hp,o= 0.00 L,o= 0.00 Wt,o= _(rtc*wt)2+(zX*-)H( �H°)+sIf*SDL*L s,o= #### #tl### #k###plf 0 JOHNSTON BURKHOLDER ASSOCIATES CONSULTING STRUCTURAL ENGINEERS 930 CENTRAL-KANSAS CITY,MO 64105 (P)816.421.4200 (F)816.421.4381 3757 Existing Building Date: 1/0/1900 Project#: 2401813757 Engineer: 0 TRANSVERSE SEISMIC LOADS X Y DIAPHRAGM LOADING TRANS BLC 5-Long.Seismic Left wall Wall Length Uniform Loads Mark of Wall RISA Member kl Rise Coord. Start End Start End w1 300.67 LONG-MAIN 0.767 0.767 0.00 300.67 BLC 6-Longs.Seismic(Right Wall Wall Length Uniform Loads Mark of Wall RISA Member (IdD Risa Coord. Start End Start End w3 45.33 LONG-MAIN 0.168 0.168 1 0.00 45.33 w4 90.00 LONG-MAIN 0.086 0.086 1 45.33 135.33 w3 57.34 LONG-MAIN 0.168 0.168 135.33 192.67 w4 108.00 LONG-MAIN 0.086 0.086 192.67 300.67 w5 90.00 LONG-MAIN 0.309 0.309 45.33 135.33 w6 108.00 LONG-MAIN 0.206 0.206 192.67 300.67 Y X LONG-MAIN /t 9 f �T' W9 /f fj .767k/ft Loads: LC 3, Seismic DTR 3757 Existing Bldg Lateral Check Aug 28, 2025 at 2:14 PM 3757-Existing Bldg Lateral Forces... Company Aug 28,2025 IIRISA Designer DTR 2:13 PM Job Number Checked By: Model Name 3757 Existing Bldg Lateral Check Basic Load Cases BLC Description Category X Gravitv Y Gravitv Joint Point Distributed 1 Long. Wind Windward-left None 1 2 Long. Wind Leeward-left None 1 3 Long. Wind Leeward-ri ht None 6 4 Long. Wind (Windward-right) None 6 5 Long. Seismic Left Wall None 1 6 Long. Seismic Ri ht Wall None 6 Member Distributed Loads (BLC 1 : Lon_g. Wind(Windward-left)) Member Label Direction Start Ma nitude k/ft F ks End Ma nitude k/ft... Start Location[ft,%l End Location ft 1 LONG-MAIN Y .265 .265 0 300.67 Member Distributed Loads (BLC 2 : Lon_g. Wind(Leeward-left)) Member Label Direction Start Ma nitude k/ft F ks End Ma nitude k/ft... Start Locationrft,%l End Location ft 1 LONG-MAIN Y 1 .138 .138 0 300.67 Member Distributed Loads (BLC 3 : Lon_g. Wind(Leeward-ri_ght)) Member Label Direction Start Ma nitude k/ft F ks End Ma nitude k/ft... Start Location ft% End Location ft 1 LONG-MAIN Y .138 .138 0 45.33 2 LONG-MAIN Y 0 0 45.33 135.33 3 LONG-MAIN Y .138 .138 135.33 192.67 4 LONG-MAIN Y 0 0 192.67 300.67 5 LONG-MAIN Y .119 .119 45.33 135.33 6 LONG-MAIN Y .126 .126 192.67 300.67 Member Distributed Loads (BLC 4 : Lon_-g. Wind(Windward-ri_ght)) Member Label Direction Start Ma nitude k/ft F ks End Ma nitude k/ft... Start Locationrft,%l End Location Et 1 LONG-MAIN Y .265 .265 0 45.33 2 LONG-MAIN Y 0 0 45.33 135.33 3 LONG-MAIN Y .265 .265 135.33 192.67 4 LONG-MAIN Y 0 0 192.67 300.67 5 LONG-MAIN Y .24 .24 45.33 135.33 6 LONG-MAIN Y .25 .25 192.67 300.67 Member Distributed Loads (BLC 5 : Low. Seismic (Left Wall)) Member Label Direction Start Ma nitude k/ft F ks End Ma nitude k/ft... Start Location ft% End Location ft 1 LONG-MAIN Y 1 .767 .767 0 300.67 Member Distributed Loads (BLC 6 : Lon_g. Seismic (Right Wall)) Member Label Direction Start Ma nitude k/ft F ks End Mac initude[k/ft... Start Location ft% End Location ft 1 LONG-MAIN Y .168 .168 0 45.33 2 LONG-MAIN Y .086 .086 45.33 135.33 3 LONG-MAIN Y .168 .168 135.33 192.67 4 LONG-MAIN Y .086 .086 192.67 300.67 5 LONG-MAIN Y .309 .309 45.33 135.33 6 LONG-MAIN Y .206 .206 192.67 300.67 Load Combinations Description So..P... S... BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... 1 Wind(Windward-left) Yesl I 1 1 1 3 1 2 ind(Windward-right)Yes 2 1 4 1 RISA-21D Version 18.0.0 [WA...\...\...\...\Engr\Calcs\2-Lateral\3757- Existing Bldg Lateral Forces.r2d] Page 1 Company Aug 28,2025 IIRISA Designer DTR 2:13 PM Job Number Checked By: Model Name 3757 Existing Bldg Lateral Check Load Combinations (Continued) Description So..P... S... BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac..BLCFac... 3 Seismic yesl 1 15 1 6 1 Joint Reactions LC Joint Label X rkj Y rkj MZ k-ft 1 1 C 0 -59.156 0 2 1 K 0 -59.008 0 3 1 Totals: 0 -118.164 4 1 COG (ft): X: 150.147 Y: 0 5 2 C 0 -58.72 0 6 2 K 0 -58.58 0 7 2 Totals: 0 -117.3 8 2 COG (ft): X: 150.156 Y: 0 9 3 C 0 -157.261 0 10 3 K 0 -157.688 0 11 3 Totals: 0 -314.948 12 3 COG (ft): X: 150.539 Y: 0 RISA-21D Version 18.0.0 [WA...\...\...\...\Engr\Calcs\2-Lateral\3757- Existing Bldg Lateral Forces.r2d] Page 2 3757 Existing Building Date: 1/0/1900 2401813757 Engineer: 0 LONGITUDINAL LATERAL RESULTS (Main Diaphragm Only) LONGITUDINAL SHEAR FORCES Location Wind Wind Seismic Seismic Seismic (Left to Right) (Right to Left) Base Diaphragm Collector Reaction at Grid C: 59.2 kips 58.8 kips 157.3 kips 157.3 kips 0.0 kips Reaction at Grid K: F 59.1 kips F 58.6 kips F 157.7 kips 157.7 kips 0.0 kips LONGITUDINAL DECK SHEAR Wind Seismic Diaphragm Deck Shear at Grid C: L= 466.33 ft 127 plf 337 plf Deck Shear at Grid K: L= 466.33 ft 127 plf 338 plf Max Deck Shear= 338 plf LONGITUDINAL CHORD FORCES Wind Wind Seismic Seismic (Left to Right) (Right to Left) Base Diaphragm Max Chord Force: Mmax= 4442.0 kip-ft 4409.0 kip-ft 11858.0 kip-ft 11858 kip-ft Mmax L= 466.33 ft C= 9.5 kip 9.5 kip 25.4 kip 25.4 kip Mmax= kip-ft Okip-ft Okip-ft 0.0 kip-ft L= 0.01 ft C= 0.0 kip 0.0 kip 0.0 kip 0.0 kip Max Chord Force= 9.5 kip 25.4 kip Project: Engineer: Number: Date: STEEL ROOF DECK DIAPHRAGM DEFLECTION CALCULATION - EXISTING INPUT-DIAPHRAGM STIFFNESS Deck Gage= 18 GA ASTM A653 Support Fastener= 0.625 in Arc Welds F,= 33 ksi Sidelap Fastener= #10 Screws-Proprietary F = 45 ksi Fastener Pattern= 36-7 F.= 60 ksi Deck Grade= Grade 33 Avg.Support Spacing= 6.00 ft =L,an Number of Sidelaps= 6 GENERAL PARAMETERS ASTM Steel Type= A653 Yield and Tensile Strength E= 29,000 ksi Modulus of Elasticity Dd= 1.5 in Depth of Wide Rib Deck Profile t= 0.0474 in Thickness of metal deck w= 36.00 in Deck panel width Number of Spans= 3 Assume 3 span condition Lsheet= 18.00 ft Min length of deck sheet np= 2 Number of interior supports ns= 18 Total number of sidelap fasteners a= 2.00 exterior support fastener group distribution d-= 6.00 in Corrugation pitch for wide rib deck s= 8.18 in Developed width of corrugation per pitch dwr D= 607 in Warping Coefficient = 0.900 Assume 3 span condition SDI Stiffness Equations S% 2 C C= E*t*—*w ) 2*a+na*a+2 *ns*Sf Kl —3*Lsp *�LsAesr*12 s an * G' _ E t 2.6 `d+P -L D*12+C*Lsh..r*12 sneer DIAPHRAGM STIFFNESS RESULTS Calculated Per SDI Criteria: Sf= 0.0053 in/kip C= 0.0185 1/in Ss= 0.0138 in/kip Kf= 0.2220 1/ft G'= 136.50 kip/in Final Design: SDI Criteria G'= 136.50 kip/in F= 7.33 106 in/lbs Diaphragm= Semi-Rigid Project: 0 Engineer: 0 Number: 0 Date: 1/0/1900 INPUT-DIAPHRAGM DEFLECTION Diaphragm Span Ld= 300.67 ft Wind Factors Diaphragm Depth Bd= 466.33 ft IDeflection=0.70 Front Steel Chord Area Ad= 4.18 in Rear Steel Chord Area A.= 4.18 in Seismic Factors Wind Max Deck Shear(Service)= 127 plf Cd= 3.50 Wind Max Diaphragm Moment(Service)= 4,442 kip'ft I= 1.00 p= 1.30 Seismic Max Deck Shear(Service)= 338 plf ASD= 0.70 Seismic Max Diaphragm Moment(Service)= 11,858 kip*ft Diaphragm Support Deflection= 0.125 in Estimated Moment of Inertia Roof Height at Maximum Deflection H= 19.08 ft Ichord= 6.54E+07 in Neck= 6.92E+08 in DIAPHRAGM DEFLECTION -WIND DIAPHRAGM DEFLECTION -SEISMIC Shear Deflection(Service) Shear Deflection(Ultimate) Vwind= 89 plf Deck Shear Ve4= 371 plf Deck Shear G'= 136.50 kip/in Shear Modulus G'= 136.50 kip/in Shear Modulus AS= 0.0490 in Shear Deflection AS= 0.2045 in Shear Deflection Bending Deflection(Service) Bending Deflection(Ultimate) gavg.w= 275 plf Based on Moment gavg,e4= 1153 plf Based on Moment Ab= 0.0023 in Bending Deflection Ab= 0.0097 in Bending Deflection Total Deflection(Service) Total Deflection(with Seismic Amplification) Ut.wind= 0.18 In St.eq*Cd= 1.19 in ALLOWABLE STORY DRIFT EQUATIONS = 2.29 in 0.010*H for masonry walls Bd*12 2 IchorC= 4C`( 2 ) MINIMUM BUILDING SEPARATION Id.ck=12*t*(Bd*12)3 m= 1.19 in Min Property Line Offset _y11/1000*0.5*Ld a' 2*C At.bldgl= 1.19Xin At.bldg2= 0.62 5*9avp/12*(Ld*12)4 Min Expansion Joint Width db 384*E*I*1000 DEFLECTION OF EXPANSION DEFLECTION OF EXISTING 2 2 MAIN DIAPHRAGM SIDE-SIDE Mtn:— Arbldgl +De.bldg2 MIN EXP JOINT WIDTH AT SIDE OF EXPANSION(GRID 10) 1.All calculations are based on the AISI S100 and the SDI 4th Edition Diaphragm Design Manual(DDM04). 2.All sidelap fasteners shall be self drilling,self tapping screws manufactured by Buildex,Elco,Hilti,or Simpson. 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Yes DL 0.6 OL1 0.6 Hot Rolled Steel Column Code Checks Stack Lift Sha e Code C...Elev ft LC Shear... Elev[ft1 Dir LC Pnc/om...Pnt/om...Mn /o...Mnzz/o... Cb AISC... 1 (G.1-10.5) 1 HSS8X8X4 0.336 17 121 0 17 3 141029...1195568...44104 44.104 1 H1-1a* 2 G.1-12 1 HSS8X8X4 0.253 17 12 0 17 3 141029...195568...44.104 44.104 1 H1-1a* 3 G.3-12 1 HSS8X8X4 0.134 17 2 0 17 3 141029...195568...44.104 44.104 1 H1-1b* 4 F.3-12 1 HSS8X8X4 0.14 17 2 0 17 3 141029...195568...44.104 44.104 1 H1-1b* 5 (G.1-10.2) 1 HSS8X8X4 0.243 17 2 0 17 3 141029...195568...44.104 44.104 1 H1-1a* 6 (F.3-10.5) 1 HSS8X8X4 0.199 17 2 0 17 3 141029...195568...144.104 44.104 1 H1-1b* 7 (G.3-10.5) 1 HSS8X8X4 0.191 17 2 0 1 17 1 13 141029...1195568...44.104 44.104 1 H1-1b* 8 (F.3-10.2) 1 HSS8X8X4 0.123 17 12 1 0 1 17 1 13-141029...195568...44.104 44.104 1 H1-1b* g (G.3-10.2) 1 HSS8X8X4 0.117 t 17 12 0 1 17 3 141029...1195568...44.104 44.104 1 H1-1b* Column Forces/Moments, Dead & Other Categories : Axial Force Column...Lift... Floor La...Coordin...Max Base Reactio... Max Base Reaction LC DLPre. . DL Ib OL1[Ibl 0L2 Ib OL3 Ib OL4 Ib 1 G.1-10.5 1 Roof 22,28.667 47435.912 2 476.36 12043.795-13803.. 0 0 0 2 (G.1-12) 1 Roof 55.083,2. . 35653.215 2 476.36 7633.795 -8541.2 0 0 0 3 (G.3-12) 1 Roof 55.083,56 18875.42 2 476.36 4093.891 -4316.... 0 0 0 4 F. -12 1 Roof 55.083,0 19706.427 2 476.36 4264.392 -4520.... 0 0 0 5 (G.1-10.2 1 Roof 0,28.667 34202.926 2 476.36 5306.365 -5763.8 0 0 0 6 (F.3-10.5) 1 Roof 22.0 28014.728 2 476.36 6604.418 -7312.... 0 0 0 7 G.3-10.5 1 Roof 22.56 26901.88 2 476.36 6328.865 -6983.... 0 0 0 8 (F.3-10.2) 1 Roof 0.0 17290.16 2 1476.3613031.394 -3049.... 0 0 0 g (G.3-10.2 1 Roof 0.56 16486.977 2 1476.36$12911 0 0 0 Column Forces/Moments, Dead & Other Categories : Shear z-z Column ...Lift... Floor La...Coordin...Max Base Reactio... Max Base Reaction LC DLPre... DL Ib 0L1 Ib 01-2 Ib OL3 Ib OL4 Ib 1 (G.1-10.5) 1 Roof 22,28.667 0 1 0 0 0 0 0 0 2 (G.1-12) 1 Roof 55.083,2... 0 1 0 0 0 0 0 0 3 (G.3-12) 1 Roof 55.083,56 0 1 0 0 0 0 0 0 4 F.3-12 1 Roof 55.083,0 0 1 0 0 0 0 0 0 5 (G.1-10.2) 1 Roof 0,28.667 0 1 0 0 0 1 0 0 0 6 (F.3-10.5) 1 Roof 22,0 0 1 0 0 0 0 0 0 7 (G.3-10.5) 1 Roof 22,56 0 1 0 0 0 0 0 0 8 (F.3-10.2) 1 Roof 0,0 0 1 0 0 0 0 0 0 g G.3-10.2 1 Roof 0,56 0 1 0 0 0 0 0 0 RISAFloor Version 18.0.1 [W:\...\...\...\...\Engr\Calcs\3-RISA\3757 -Arlington, VA OPD.rfl] Pagel Company JBA Aug 28,2025 IIRISA Designer DTR 6:56 PM Job Number Checked By: Model Name 3757-Arlington,VA OPD Column Forces/Moments, Dead & Other Categories : Moment v-v(Bot) (Continued) Column...Lift... Floor La...Coordin...Max Base Reactio... Max Base Reaction LC DI-Pre... DL k-ft OL1 k-ft OL2 k-ft OL3 k-ft OL4 k-ft $ (F.3-10.2) 1 Roof 0,0 0 1 0 0 0 0 0 0 g (G.3-10.2 1 Roof 0,56 1 0 1 0 0 0 0 0 0 Column Forces/Moments, Roof Load: Axial Force Column Stack Lift No. Floor Label Coordinat... Reducible...RILL Redu.. NonReduc... LL Ib u... SL[Ibl SLN Ib RL Ib 1 G.1-10.5 1 Roof 22,28.667 Q 1 18244.427 11 Q 135392.117 11 0 0 2 G.1-12 1 Roof 55.083,28... Q 1 17922.053 0 28019.42 0 0 3 G.3-12 1 Roof 55.083,56 0 1 8912.977 0 14781.529 0 0 4 F.3-12 1 Roof 55.083 0 0 1 9339.906 0 15442.036 0 0 5 G.1-10.2 1 Roof 0 28.667 0 1 6440 0 28896.561 0 0 6 F.3-10.5 1 Roof 22.0 0 1 9614.933 0 21410.31 0 0 7 G.3-10.5 1 1 Roof 22,56 0 1 9180.324 O 120573.015 0 0 8 F.3-10.2 1 Roof 0,0 0 1 3406.705 O 114258.766 0 0 9 G.3-10.2 1 Roof 0,56 0 1 3253.29511 O 113570.641 L0 0 Column Forces/Moments, Roof Load: Shear z-z Column Stack Lift No. Floor Label Coordinat... Reducible...RLL Redu...NonReduc...RLL Ib u... SL[Ibl SLNrlbl RL Ib 1 G.1-10.5 1 Roof 22,28.667 0 1 0 0 0 0 0 2 G.1-12 1 Roof 55.083,28... 0 1 0 0 0 0 0 3 G.3-12 1 Roof 55.083,56 0 1 0 0 0 0 0 4 F.3-12 1 Roof 55.083 0 0 1 0 0 0 0 0 5 G.1-10.2 1 Roof 0 28.667 0 1 0 0 0 0 0 6 F.3-10.5 1 Roof 22,0 0 1 0 0 0 0 0 7 G.3-10.5 1 Roof 22,56 0 1 0 0 0 0 0 8 F.3-10.2 1 Roof 0.0 0 1 0 0 +--kO-- 0 0 9 G.3-10.2 1 Roof 0,56 0 1 0 0 0 0 0 Column Forces/Moments, Roof Load: Shear v-v Column Stack Lift No. Floor Label Coordinat... Reducible...RLL Redu...NonReduc...RLL Ib u... SL[Ibl SLNrlbI RL Ib 1 G.1-10.5 1 Roof 22,28.667 0 1 0 0 0 0 0 2 G.1-12 1 Roof 55.083,28... 0 1 0 0 0 0 0 3 G.3-12 1 Roof 55.083,56 0 1 0 0 0 0 0 4 F.3-12 1 Roof 55.083 0 0 1 0 0 0 0 0 5 G.1-10.2 1 Roof 0 28.667 0 1 0 0 0 0 0 6 F.3-10.5 1 Roof 22,0 0 1 0 0 0 0 0 7 G.3-10.5 1 1 Roof 22,56 0 1 1 0 1 0 1 0 0 1 0 8 F.3-10.2 1 1 Roof 0.0 0 1 1 0 1 0 1 0 0 1 0 9 G.3-10.2 1 1 Roof 0,56 0 1 1 0 0 0 0 0 Column Forces/Moments, Roof Load : Moment z-z (Top) Column Stack Lift No. Floor Label Coordinat... Reducible...RILL Redu...NonReduc...RLL k-ft ... SL k-ft SLN k-ft RL k-ft 1 G.1-10.5 1 Roof 22,28.667 0 1 0 0 0 0 0 2 G.1-12 1 Roof 55.083,28... 0 1 0 0 0 0 0 3 G.3-12 1 Roof 55.083,56 0 1 0 0 0 0 0 4 F.3-12 1 Roof 55.083 0 0 1 0 0 0 0 0 5 G.1-10.2 1 Roof 0 28.667 0 1 0 0 0 0 0 6 F.3-10.5 1 Roof 22,0 0 1 0 0 0 0 0 7 G.3-10.5 1 Roof 22,56 0 1 0 0 0 0 0 8 F.3-10.2 1 Roof 0.0 0 1 0 0 0 0 0 9 G.3-10.2 1 Roof 0,56 0 1 0 0 0 0 0 RISAFIoor Version 18.0.1 [W:\...\...\...\...\Engr\Calcs\3-RISA\3757 -Arlington, VA OPD.rfl] Page 3 JOIST J2 LOAD DIAGRAM(RLL) Beam: J14 Shape Group: Virtual Joist Code: AISC 15th (360-16): ASD Floor: Roof Span: Single Size: VJ30-2 Fixity: Pinned-Pinned Material: Virtual Joist(Fy= 50ksi) Bending: Strong Axis Function: Gravity Geometry: Length =33.083ft Points (Start to End): N11 to N12 (22,33.917,0)to (55.083,33.917,0) Angle: 0 degrees Diagrams for Load Category: RLL Load Diagram (Live Load Reduction not shown): Distributed Loads (lb/ft), Point Loads (Ib) 273 105 105 2265.83 at 0 ft V lb -3307.885 at 33.083 ft 22.689 at 18.265 ft M k-ft 0.107at0ft D in 0.679 at 17.575 ft RISAFloor Version 18.0.1 [W:\...\...\...\...\Engr\Calcs\3-RISA\3757 -Arlington, VA OPD.rfl] Page 1 JOIST J2 LOAD DIAGRAM(SL) Beam: J14 Shape Group: Virtual Joist Code: AISC 15th (360-16): ASD Floor: Roof Span: Single Size: VJ30-2 Fixity: Pinned-Pinned Material: Virtual Joist(Fy= 50ksi) Bending: Strong Axis Function: Gravity Geometry: Length =33.083ft Points (Start to End): N11 to N12 (22,33.917,0)to (55.083,33.917,0) Angle: 0 degrees Diagrams for Load Category: SL Load Diagram (Live Load Reduction not shown): Distributed Loads (lb/ft), Point Loads (Ib) 537.(75 175.683 105 1 2703.906 at 0 ft V lb -5168.692 at 33.083 ft 29.774 at 20.332 ft M k-ft 0.214 at 0 ft D in 0.941 at 17.575 ft RISAFloor Version 18.0.1 [W:\...\...\...\...\Engr\Calcs\3-RISA\3757 -Arlington, VA OPD.rfl] Page 1 GIRDER JG1 LOAD DIAGRAM(DL+RLL) Beam: JG1 Shape Group: Virtual Joist Girder Code: AISC 15th (360-16): ASD Floor: Roof Span: Single Size: VJG52-1 Fixity: Pinned-Pinned Material: Virtual Joist(Fy= 50ksi) Bending: Strong Axis Function: Gravity Geometry: Length =28.667ft Points (Start to End): N6 to N1 (22,0,0)to (22,28.667,0) Angle: 90 degrees Diagrams for Load Combination 1 : DL+RLL Load Diagram (Live Load Reduction not shown): Distributed Loads (lb/ft), Point Loads (Ib) 5589.723 5589.723 5589.723 4924.28 4081.563 V y 13308.865 at 0 ft V Ib -12466.147 at 23.591 ft 108.018 at 13.139 ft M k-ft D in 0.312 at 14.035 ft RISAFloor Version 18.0.1 [W:\...\...\...\...\Engr\Calcs\3-RISA\3757 -Arlington, VA OPD.rfl] Page 1 GIRDER JG1 LOAD DIAGRAM(DL+SL) Beam: JG1 Shape Group: Virtual Joist Girder Code: AISC 15th (360-16): ASD Floor: Roof Span: Single Size: VJG52-1 Fixity: Pinned-Pinned Material: Virtual Joist(Fy= 50ksi) Bending: Strong Axis Function: Gravity Geometry: Length =28.667ft Points (Start to End): N6 to N1 (22,0,0)to (22,28.667,0) Angle: 90 degrees Diagrams for Load Combination 2 : DL+SL Load Diagram (Live Load Reduction not shown): Distributed Loads (lb/ft), Point Loads (Ib) 8209.426 8598.16 8788.355 8559.902 8559.688 V y y y 22989.184 at 0 ft V lb -19726.348 at 23.591 ft 175.4 at 12.84 ft M k-ft D in 0.507 at 14.035 ft RISAFloor Version 18.0.1 [W:\...\...\...\...\Engr\Calcs\3-RISA\3757 -Arlington, VA OPD.rfl] Page 1 RISA Connection version 16.0.0 111RISA 08.27.2025 A NUAL75GHLK LUIPANY (G.1-10.5) L1_F1 1: Summary Report Single Column Base Plate Connection Material Properties: Column HSS8X8X4 A500 Gr.B FY=46.00 ksi F�=58.00 ksi Rect Base Plate P0.75x14.00x14 A36 FY=36.00 ksi Fu=58.00 ksi .00 Input Data: Axial 47435.91 Ibs Axial load on the column Strong Axis Shear 0.00 Ibs Shear load on the column that causes strong axis bending Weak Axis Shear 0.00 Ibs Shear load on the column that causes weak axis bending Strong Axis Moment 0.00 kips-ft Column moment about the strong axis Weak Axis Moment 0.00 kips-ft Column moment about the weak axis Governing LC: FL-2-LC 2: DL+SL Connection Required Max Unity Check Result Column/Base Plate connection Plate Flexural Yielding(Compression) 0.41 PASS Page 1 of 4 ASD (G.1-10.5) L1_F1 1: Base Plate Report Single Column Base Plate Connection Material Properties: Column HSS8X8X4 A500 Gr.B FY=46.00 ksi F�=58.00 ksi Rect Base Plate P0.75x14.00x14 A36 FY=36.00 ksi Fu=58.00 ksi .00 Input Data: Axial 47435.91 Ibs Axial load on the column Strong Axis Shear 0.00 Ibs Shear load on the column that causes strong axis bending Weak Axis Shear 0.00 Ibs Shear load on the column that causes weak axis bending Strong Axis Moment 0.00 kips-ft Column moment about the strong axis Weak Axis Moment 0.00 kips-ft Column moment about the weak axis Governing LC: FL-2-LC 2: DL+SL Note:Unless specified,all code references are from AISC 360-10 Limit State Required Available Unity Check Result Geometry Restrictions PASS Concrete Bearing 0.24 ksi 2.94 ksi 0.08 PASS Plate Flexural Yield ing(Compression) 0.10 kips-ft/in 0.25 kips-ft/in 0.41 PASS Anchor Bolt Shear 0.00 Ibs 20498.89 Ibs 0.00 PASS Anchor Bolt Bearing on Base Plate 0.00 Ibs 20498.89 Ibs 0.00 PASS Column Weld Limitations PASS Column Flange Weld Strength 0.00 Ibs/ft 44544.00 Ibs/ft 0.00 PASS Column Web Weld Strength 0.00 Ibs/ft 44544.00 Ibs/ft 0.00 PASS Page 2 of 4 (G.1-10.5) L1_F1 1: Connection Properties Report Single Column Base Plate Connection Connection Connection Title (G.1-10.5)_L1_F1 I Connection Type Single Column Base Plate Connection Anchorage Anchorage Type Cast-in-place Perform Anchorage Calc Yes Connection Category Bolt Layout Four Plate Washers No Loading(ASD) Custom? No Axial 47435.912 Ibs Strong Axis Shear 0.000 Ibs Weak Axis Shear 0.000 Ibs Strong Axis Moment 0.000 kips-ft Weak Axis Moment 0.000 kips-ft Components Column Section HSS8X8X4 Material A500 Gr.B Rect Base Plate PO.75x14.00x14.00 Material A36 Length 14.000 in Width 14.000 in Thickness 0.750 in Static Friction Coefficient 0.550 Coeff Hole Type OVS Concrete Support C28.00x28.00x15.00 Length 28.000 in Width 28.000 in Thickness 15.000 in Compressive Strength(f'c) 4.000 ksi Concrete Weight Normal Weight Cracked Concrete Yes Edge Reinforcement None or<no.4 bar Anchor Bolts 1" F1554 Gr.36-N Material F1554 Gr.36-N Head Type Hex Bolt Torque Type Untorqued Anchor Diameter,in. 1" Embedment depth 9.000 in Bolt Spacing y 11.000 in Bolt Spacing z 11.000 in Column Weld E70 Type Fillet Fillet Size 4.000 Sixteenths Assembly Edge Distance y 1.500 in Edge Distance z 1.500 in Edge Distance+y 7.000 in Edge Distance-y 7.000 in Edge Distance+z 7.000 in Edge Distance-z 7.000 in Page 4 of 4 INTERIOR FOOTING UPLIFT GRID G.1/10.5(MAX) DL=12.OK, UPLIFT(01-1)=-13.9K(ULT) 0.6*12.0-0.6*13.9=-1.2K INTERIOR COLUMN FOOTING ANCHOR ROD UPLIFT LRFD=(0.9)*(12.0)-(1.0)*(13.9)=-3.1 K SLAB THICKNESS(INCHES): 4.00 DISTANCE FROM FFL TO TOP OF FTG (IN): 16.00 SLAB PARTICIPATION FACTOR: 14.89 COLUMN MODULE SPACING(FEET): COLUMN BAY SPACING(FEET): PARTICIPATING COLLATERAL LOAD(PSF): UNIT WEIGHT OF SOIL(PCF): 110 UNIT WEIGHT OF CONCRETE (PCF): 150 FACTOR OF SAFETY AGAINST UPLIFT: 1.50 CONCRETE STRENGTH fc : 3500 MODULUS OF RUPTURE : 443.7 FTG FTG FTG. SOIL SLAB ALLOW FTG FTG FTG. SOIL SLAB ALLOW. WXD THICK.WEIGHINEIGHIWEIGHI UPLIFT WXD THICK.WEIGHINEIGHIWEIGHI UPLIFT (FEET) (FEET) (KIPS) (KIPS) (KIPS) (KIPS) (FEET) (FEET) (KIPS) (KIPS) (KIPS) (KIPS) 3.00 1.00 1.4 0.99 8.4 7.13 9.00 1.00 12.2 8.91 17.9 25.98 3.00 1.25 1.7 0.99 8.4 7.36 9.00 1.25 15.2 8.91 17.9 28.01 3.00 1.50 2.0 0.99 8.4 7.58 9.00 1.50 18.2 8.91 17.9 30.03 3.50 1.00 1.8 1.35 9.0 8.14 9.50 1.00 13.5 9.93 18.9 28.23 3.50 1.25 2.3 1.35 9.0 8.44 9.50 1.25 16.9 9.93 18.9 30.48 3.50 1.50 2.8 1.35 9.0 8.75 9.50 1.50 20.3 9.93 18.9 32.74 4.00 1.00 2.4 1.76 9.7 9.24 10.00 1.00 15.0 11.00 19.9 30.57 4.00 1.25 3.0 1.76 9.7 9.64 10.00 1.25 18.8 11.00 19.9 33.07 FTG SIZE OK 4.00 1.50 3.6 1.76 9.7 10.04 10.00 1.50 22.5 11.00 19.9 35.57 FOR UPLIFT 4.50 1.00 3.0 2.23 10.4 10.45 10.50 1.00 16.5 12.13 20.9 33.02 4.50 1.25 3.8 2.23 10.4 10.96 10.50 1.25 20.7 12.13 20.9 35.78 4.50 1.50 4.6 2.23 10.4 11.46 10.50 1.50 24.8 12.13 20.9 38.54 5.00 1.00 3.8 2.75 11.1 11.76 11.00 1.00 18.2 13.31 21.9 35.58 5.00 1.25 4.7 2.75 11.1 12.39 11.00 1.25 22.7 13.31 21.9 38.60 5.00 1.50 5.6 2.75 11.1 13.01 11.00 1.50 27.2 13.31 21.9 41.63 5.50 1.00 4.5 3.33 11.9 13.18 11.50 1.00 19.8 14.55 23.0 38.23 5.50 1.25 5.7 3.33 11.9 13.94 11.50 1.25 24.8 14.55 23.0 41.54 5.50 1.50 6.8 3.33 11.9 14.69 11.50 1.50 29.8 14.55 23.0 44.84 6.00 1.00 5.4 3.96 12.7 14.70 12.00 1.00 21.6 15.84 24.0 40.99 6.00 1.25 6.8 3.96 12.7 15.60 12.00 1.25 27.0 15.84 24.0 44.59 6.00 1.50 8.1 3.96 12.7 16.50 12.00 1.50 32.4 15.84 24.0 48.19 6.50 1.00 6.3 4.65 13.5 16.32 12.50 1.00 23.4 17.19 25.2 43.85 6.50 1.25 7.9 4.65 13.5 17.38 12.50 1.25 29.3 17.19 25.2 47.76 6.50 1.50 9.5 4.65 13.5 18.43 12.50 1.50 35.2 17.19 25.2 51.67 7.00 1.00 7.4 5.39 14.3 18.05 13.00 1.00 25.4 18.59 26.3 46.82 7.00 1.25 9.2 5.39 14.3 19.27 13.00 1.25 31.7 18.59 26.3 51.04 7.00 1.50 11.0 5.39 14.3 20.50 13.00 1.50 38.0 18.59 26.3 55.27 7.50 1.00 8.4 6.19 15.2 19.88 13.50 1.00 27.3 20.05 27.4 49.89 7.50 1.25 10.5 6.19 15.2 21.28 13.50 1.25 34.2 20.05 27.4 54.44 7.50 1.50 12.7 6.19 15.2 22.69 13.50 1.50 41.0 20.05 27.4 59.00 8.00 1.00 9.6 7.04 16.1 21.81 14.00 1.00 29.4 21.56 28.6 53.06 8.00 1.25 12.0 7.04 16.1 23.41 14.00 1.25 36.8 21.56 28.6 57.96 8.00 1.50 14.4 7.04 16.1 25.01 14.00 1.50 44.1 21.56 28.6 62.86 8.50 1.00 10.8 7.95 17.0 23.85 14.50 1.00 31.5 23.13 29.8 56.34 8.50 1.25 13.5 7.95 17.0 25.65 14.50 1.25 39.4 23.13 29.8 61.59 8.50 1.50 16.3 7.95 17.0 27.46 14.50 1.50 47.3 23.13 29.8 66.85 Project Title: Engineer: Project ID: Project Descr: General Footing Project File:3757-Ftg Calcs.ec6 LIC#:KW-06015958,Build:20.25.08.20 JOHNSTON-BURKHOLDER (c)ENERCALC,LLC 1982-2025 DESCRIPTION: Interior column footing (Grid 10.5/G.1) Code References Governing Code : IBC 2018, CBC 2019 Referenced Design Standard(s) :ACI 318-14 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy: Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = Yes Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.50 ft Min Steel% Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than - - ft Use Pedestal wt for stability, mom&shear No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Z Footing Thickness = 15.0 in t i i Pedestal dimensions... X o X px:parallel to X-X Axis = in pz: parallel to Z-Z Axis in Height in ih Bandwidth Distribution Check (AC I 15.4.4.2) Direction Requiring Closer Separation n/a o #Bars required within zone n/a a #Bars required on each side of zone n/a 5`70" w Bottom Reinforcing Bars parallel to X-X Axis(resisting Z Flexure) Number of Bars = 6 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis (resisting X Flexure) Number of Bars = 6 Reinforcing Bar Size = # 5 6-#5Bars 6-#5Bars Rebar Centerline to Edge of Concrete... x-x section Looking to.z z-z section Looking to.x at Bottom of footing = 3.0 in Top Reinforcing Bars parallel to X-X Axis (resisting Z Flexure) Number of Bars = 6 Reinforcing Bar Size = 5 Bars parallel to Z-Z Axis (resisting X Flexure) Number of Bars = 6 Reinforcing Bar Size = 5 Rebar Centerline to Edge of Concrete... at Top of footing = 2.0 in Project Title: Engineer: Project ID: Project Descr: General Footing Project File:3757-Ftg Calcs.ec6 LIC#:KW-06015958,Build:20.25.08.20 JOHNSTON-BURKHOLDER (c)ENERCALC,LLC 1982-2025 DESCRIPTION: Interior column footing (Grid 10.5/G.1) Applied Loads D Lr L S W E H P:Column Load = 13.0 19.0 36.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k DESIGN SUMMARY - • • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.850 Soil Bearing 2.279 ksf 2.681 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4698 Z Flexure(+X)Bot Tens 9.150 k-ft/ft 19.477 k-ft/ft +1.20D+1.60S PASS 0.4698 Z Flexure(-X) Bot Tens 9.150 k-ft/ft 19.477 k-ft/ft +1.20D+1.60S PASS 0.871 Min Steel X Flexure Bottom 0.324 in2/ft 0.372 in2/ft n/a PASS 0.4698 X Flexure(+Z)Bot Tens 9.150 k-ft/ft 19.477 k-ft/ft +1.20D+1.60S PASS 0.4698 X Flexure(-Z) Bot Tens 9.150 k-ft/ft 19.477 k-ft/ft +1.20D+1.60S PASS 0.871 Min Steel Z Flexure Bottom 0.324 in2/ft 0.372 in2/ft n/a PASS 0.0 Z Flexure(+X)Top Tens 0 k-ft/ft 0.0 k-ft/ft PASS 0.0 Z Flexure(-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft PASS 0.000 Min Steel X Flexure Top 0.000 in2/ft 0.000 in2/ft n/a PASS 0.0 X Flexure(+Z)Top Tens 0 k-ft/ft 0.0 k-ft/ft PASS 0.0 X Flexure(-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft PASS 0.000 Min Steel Z Flexure Top 0.000 in2/ft 0.000 in2/ft n/a PASS 0.3712 1-way Shear(+X) 30.50 psi 82.158 psi +1.20D+1.60S PASS 0.3712 1-way Shear(-X) 30.50 psi 82.158 psi +1.20D+1.60S PASS 0.3712 1-way Shear(+Z) 30.50 psi 82.158 psi +1.20D+1.60S PASS 0.3712 1-way Shear(-Z) 30.50 psi 82.158 psi +1.20D+1.60S PASS 0.7425 2-way Punching 122.0 psi 164.317 psi +1.20D+1.60S Project Title: Engineer: Project ID: Project Descr: General Footing Project File:3757-Ftg Calcs.ec6 LIC#:KW-06015958,Build:20.25.08.20 JOHNSTON-BURKHOLDER (c)ENERCALC,LLC 1982-2025 DESCRIPTION: Perimeter column footing (Grid 12) Code References Governing Code : IBC 2018, CBC 2019 Referenced Design Standard(s) :ACI 318-14 Load Combinations Used :ASCE 7-16 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.50 ksf fy: Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf Ec:Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = Yes Concrete Density = 145.0 pcf Soil Passive Resistance(for Sliding) = 250.0 pcf (P Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.30 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.50 ft Min Steel% Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = when footing base is below = ft Min.Overturning Safety Factor = 1.0 : 1 Min.Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than - - ft Use Pedestal wt for stability, mom&shear No Dimensions Width parallel to X-X Axis = 4.50 ft Length parallel to Z-Z Axis = 4.50 ft Z Footing Thickness = 15.0 in Pedestal dimensions... X X px:parallel to X-X Axis = in pz: parallel to Z-Z Axis in Height in M Bandwidth Distribution Check (AC I 15.4.4.2) Direction Requiring Closer Separation n/a �Q #Bars required within zone n/a Z o #Bars required on each side of zone n/a 4'-6" w Bottom Reinforcing Bars parallel to X-X Axis(resisting Z Flexure) Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis (resisting X Flexure) Number ofBars _ 5.0 # 5 s-#sBars s-#sears �1 Reinforcing Bar Size Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in X-X Section Looking to+Z Z-Z Section Coo mg o+ Project Title: Engineer: Project ID: Project Descr: General Footing Project File:3757-Ftg Calcs.ec6 LIC#:KW-06015958,Build:20.25.08.20 JOHNSTON-BURKHOLDER (c)ENERCALC,LLC 1982-2025 DESCRIPTION: Perimeter column footing (Grid 12) Applied Loads D Lr L S W E H P:Column Load = 8.0 18.0 29.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k DESIGN SUMMARY - • • Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8004 Soil Bearing 2.146 ksf 2.681 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3872 Z Flexure(+X)Bot Tens 7.0 k-ft/ft 18.077 k-ft/ft +1.20D+1.60S PASS 0.3872 Z Flexure(-X) Bot Tens 7.0 k-ft/ft 18.077 k-ft/ft +1.20D+1.60S PASS 0.941 Min Steel X Flexure Bottom 0.324 in2/ft 0.344 in2/ft n/a PASS 0.3872 X Flexure(+Z)Bot Tens 7.0 k-ft/ft 18.077 k-ft/ft +1.20D+1.60S PASS 0.3872 X Flexure(-Z) Bot Tens 7.0 k-ft/ft 18.077 k-ft/ft +1.20D+1.60S PASS 0.941 Min Steel Z Flexure Bottom 0.324 in2/ft 0.344 in2/ft n/a PASS 0.0 Z Flexure(+X)Top Tens 0 k-ft/ft 0.0 k-ft/ft PASS 0.0 Z Flexure(-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft PASS 0.000 Min Steel X Flexure Top 0.000 in2/ft 0.000 in2/ft n/a PASS 0.0 X Flexure(+Z)Top Tens 0 k-ft/ft 0.0 k-ft/ft PASS 0.0 X Flexure(-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft PASS 0.000 Min Steel Z Flexure Top 0.000 in2/ft 0.000 in2/ft n/a PASS 0.2945 1-way Shear(+X) 24.198 psi 82.158 psi +1.20D+1.60S PASS 0.2945 1-way Shear(-X) 24.198 psi 82.158 psi +1.20D+1.60S PASS 0.2945 1-way Shear(+Z) 24.198 psi 82.158 psi +1.20D+1.60S PASS 0.2945 1-way Shear(-Z) 24.198 psi 82.158 psi +1.20D+1.60S PASS 0.5630 2-way Punching 92.517 psi 164.317 psi +1.20D+1.60S Project Title: Engineer: Project ID: Project Descr: Combined Footing Project File:3757-Ftg Calcs.ec6 LIC#:KW-06015958,Build:20.25.08.20 JOHNSTON-BURKHOLDER (c)ENERCALC,LLC 1982-2025 DESCRIPTION: Column footing at existing Grid 10.5/F.3 (left reaction is existing wall --28.00'*95psf*6.5') Code References Governing Code : IBC 2018, CBC 2019 Referenced Design Standard(s) :ACI 318-14 Load Combinations Used :ASCE 7-16 General Information Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3.0 ksi Calculate footing weight as dead load? Yes fy: Rebar Yield 60.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3,122.0 ksi Min Steel Ratio per ACI 7.6.1.1 0.0018 Concrete Density 145.0 pcf (ratio=Steel Area/Concrete Area) Phi Values Flexure: 0.90 Min.Overturning Safety Factor 1.0: 1 Shear: 0.750 Min.Sliding Safety Factor 1.0: 1 Soil Information Allowable Soil Bearing 2.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight Yes Footing base depth below soil surface ft Increases based on footing Depth . . . . Soil Passive Sliding Resistance 250.0 pcf Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.30 Increases based on footing Width . . . Allowable pressure increase per foot ksf when maximum length or width is greater tha ft Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 2.645 ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column#1 = 1.Oft Pedestal dimensions... As As Between Columns = 1.170 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 1.830 ft Col#1 Col#2 Bottom Bars 6.0 5 1.860 1.685 in"2 Total Footing Length = 4.Oft Sq. Dim. 8.0 12.0 in Top Bars 2.0 5 0.620 0.0 in"2 Height - 1.0 1.0 in Bars Btwn Cols Footing Width = 6.50ft Bottom Bars 6.0 5 1.860 1.685inA2 Footing Thickness = 12.0 in Top Bars 2.0 5 0.620 0.0 in"2 Rebar Center to Concrete Ed = Bars Right of Col#2 9e @ Top 3.0 in "Bottom Bars 6.0 5 1.860 1.685 in 2 Rebar Center to Concrete Edge @ Bottom = 3.0 in Top Bars 2.0 5 0.620 0.0 in"2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 17.30 k Moment(+CW) = k-ft Shear(+X) = k Applied @ Right Column Axial Load Downward = 7.0 10.0 22.0 k Moment(+CW) = k-ft Shear(+X) = k Overburden = r-a r-2-1116- 11-9-1sW o m ■ ❑ 245 245 EE 4 s4, in in Project Title: Engineer: Project ID: Project Descr: Combined Footing Project File:3757-Ftg Calcs.ec6 LIC#:KW-06015958,Build:20.25.08.20 JOHNSTON-BURKHOLDER (c)ENERCALC,LLC 1982-2025 DESCRIPTION: Column footing at existing Grid 10.5/F.3 (left reaction is existing wall --28.00'*95psf*6.5') DESIGN SUMMARY - . • Factor of Safety Item Applied Capacity Governing Load Combination PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 8.421 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9972 Soil Bearing 2.638 ksf 2.645 ksf +D+S PASS 0.1669 1-way Shear-Col#1 13.709 psi 82.158 psi +1.20D+1.60S PASS 0.1637 1-way Shear-Col#2 13.449 psi 82.158 psi +1.20D+1.60S PASS 0.1692 2-way Punching-Col#1 27.810 psi 164.317 psi +1.20D+0.20S PASS 0.1382 2-way Punching-Col#2 22.714 psi 164.317 psi +1.20D+0.20S PASS No Tension Flexure-Left of Col#1 -Top 0.0 k-ft 0.0 k-ft N/A PASS 0.06131 Flexure-Left of Col#1 -Bottom 4.475 k-ft 72.982 k-ft +1.20D+1.60S PASS No Tension Flexure-Between Cols-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.1859 Flexure-Between Cols-Bottom 13.565 k-ft 72.982 k-ft +1.20D+1.60S PASS No Tension Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.1478 Flexure-Right of Col#2-Bottom 10.785 k-ft 72.982 k-ft +1.20D+1.60S Overturning Stability Moments about Left Edge k-ft loments about Right Edg k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr 0.00 0.00 999.000 0.00 0.00 999.000 +D+S 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750S 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 Project Title: Engineer: Project ID: Project Descr: Combined Footing Project File:3757-Ftg Calcs.ec6 LIC#:KW-06015958,Build:20.25.08.20 JOHNSTON-BURKHOLDER (c)ENERCALC,LLC 1982-2025 DESCRIPTION: Column footing at existing Grid 10.2/G.1 (left reaction is existing wall --29.33'*61psf*6.5') Code References Governing Code : IBC 2018, CBC 2019 Referenced Design Standard(s) :ACI 318-14 Load Combinations Used :ASCE 7-16 General Information Material Properties Analysis/Design Settings fc:Concrete 28 day strength 3.0 ksi Calculate footing weight as dead load? Yes fy: Rebar Yield 60.0 ksi Calculate Pedestal weight as dead load? No Ec:Concrete Elastic Modulus 3,122.0 ksi Min Steel Ratio per ACI 7.6.1.1 0.0018 Concrete Density 145.0 pef (ratio=Steel Area/Concrete Area) Phi Values Flexure: 0.90 Min.Overturning Safety Factor 1.0: 1 Shear: 0.750 Min.Sliding Safety Factor 1.0: 1 Soil Information Allowable Soil Bearing 2.50 ksf Soil Bearing Increase Increase Bearing By Footing Weight Yes Footing base depth below soil surface ft Increases based on footing Depth . . . . Soil Passive Sliding Resistance 250.0 pcf Allowable pressure increase per foot ksf (Uses entry for"Footing base depth below soil surface"for force) when base of footing is below ft Coefficient of Soil/Concrete Friction 0.30 Increases based on footing Width . . . Allowable pressure increase per foot ksf when maximum length or width is greater tha ft Maximum Allowed Bearing Pressure 10.0 ksf (A value of zero implies no limit) Adjusted Allowable Soil Bearing 2.645 ksf (Allowable Soil Bearing adjusted for footing weight and depth&width increases as specified by user.) Dimensions & Reinforcing Distance Left of Column#1 = 1.Oft Pedestal dimensions... As As Between Columns = 1.0 ft Bars left of Col#1 Count Size# Provided Req'd Distance Right of Column#2 = 2.0 ft Col#1 Col#2 Bottom Bars 5.0 5 1.550 1.711 in"2 Total Footing Length = 4.Oft Sq. Dim. 8.0 12.0 in Top Bars 2.0 5 0.620 0.0 in"2 Height - 1.0 1.0 in Bars Btwn Cols Footing Width = 6.60ft Bottom Bars 5.0 5 1.550 1.711 in"2 Footing Thickness = 12.0 in Top Bars 2.0 5 0.620 0.0 in"2 Rebar Center to Concrete Ed = Bars Right of Col#2 9e @ Top 3.0 in "Bottom Bars 5.0 5 1.550 1.711 in 2 Rebar Center to Concrete Edge @ Bottom = 3.0 in Top Bars 2.0 5 0.620 0.0 in"2 Applied Loads Applied @ Left Column D Lr L S W E H Axial Load Downward = 11.60 k Moment(+CW) = k-ft Shear(+X) = k Applied @ Right Column Axial Load Downward = 6.0 7.0 29.0 k Moment(+CW) = k-ft Shear(+X) = k Overburden = r-a ro^ z-a 4 tO 545 2,_0„ 4.-0" y 4'-0" Project Title: Engineer: Project ID: Project Descr: Combined Footing Project File:3757-Ftg Calcs.ec6 LIC#:KW-06015958,Build:20.25.08.20 JOHNSTON-BURKHOLDER (c)ENERCALC,LLC 1982-2025 DESCRIPTION: Column footing at existing Grid 10.2/G.1 (left reaction is existing wall --29.33'*61psf*6.5') DESIGN SUMMARY - . • Factor of Safety Item Applied Capacity Governing Load Combination PASS No OTM Overturning 0.0 k-ft 0.0 k-ft No OTM PASS No Sliding Sliding 0.0 k 6.428 k No Sliding PASS No Uplift Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.9707 Soil Bearing 2.568 ksf 2.645 ksf +D+S PASS 0.2782 1-way Shear-Col#1 22.859 psi 82.158 psi +1.20D+1.60S PASS 0.2782 1-way Shear-Col#2 22.859 psi 82.158 psi +1.20D+1.60S PASS 0.1119 2-way Punching-Col#1 18.387 psi 164.317 psi +1.20D+0.50Lr PASS 0.08931 2-way Punching-Col#2 14.675 psi 164.317 psi +1.20D+0.50Lr PASS No Tension Flexure-Left of Col#1 -Top 0.0 k-ft 0.0 k-ft N/A PASS 0.07665 Flexure-Left of Col#1 -Bottom 4.688 k-ft 61.169 k-ft +1.20D+1.60S PASS No Tension Flexure-Between Cols-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.2687 Flexure-Between Cols-Bottom 16.434 k-ft 61.169 k-ft +1.20D+1.60S PASS No Tension Flexure-Right of Col#2-Top 0.0 k-ft 0.0 k-ft N/A PASS 0.2384 Flexure-Right of Col#2-Bottom 14.586 k-ft 61.169 k-ft +1.20D+1.60S Overturning Stability Moments about Left Edge k-ft loments about Right Edg k-ft Load Combination... Overturning Resisting Ratio Overturning Resisting Ratio D Only 0.00 0.00 999.000 0.00 0.00 999.000 +D+Lr 0.00 0.00 999.000 0.00 0.00 999.000 +D+S 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750Lr 0.00 0.00 999.000 0.00 0.00 999.000 +D+0.750S 0.00 0.00 999.000 0.00 0.00 999.000 +0.60D 0.00 0.00 999.000 0.00 0.00 999.000 JOHNSTON BURKHOLDER JBAAsSOCIATES consulting structural engineers CMU WALLS 930 CENTRAL ST • KANSAS CITY, MO 64105 (816) 421-4200 • WWW.JBAENGR.COM Project No. Sheet No: Project Name: Made By: Data Prototype 41 2401803757 WM3757 Arlington,WA OPD DTR 08/29/25 CMU WALL DESIGN WORKSHEET TMS 402-16 Version 2.0 Page 1/3 Wall Lateral Forces Wall Properties CMU Density= 135 pcf Wall Location I Wind I Seismic Masonry Inspection= Y Steel Mod.Of Elasticiy,Eg 29.000 ksi Main Wall I Wall WL,Service= 12.8 psf OOP Wall(serv.)0.7"EQ= 0.217 Masonry,f. 2,000 psi Fm 900 psi Parapet Only Parapet W L,Service= 34.6 psf Pampet(serv.)0.7'EQ= 0.641 Reber yield strength,Fy= 60,000 psi Fs= 32000 psi DL= 15 Psi RoofLL= 20 psf I SL= 20 Psi Masonry Mod.Of Elasticity,E.= 1,800 ksi n=EJEm= 16.11 General Wall Information Seismic Loads Roof Uniform Loads Wall Properties Wall Bearing Wind Gid Top of Jst.Brg. Roof Depth to Nominal Reber Face Shell Depth to Wall Wall Parapet DL RILL SL Steel Radius of EH.W all Location Wall Location Wall Elev. Elev. T.O.Ft9 Wall Thk. Location Thick. Reber Weight Ratio Gyration Area Elev. h hr t M d WI EQ„ EQa wd wl p A„ kr kr`d lr kz kz"d Iz Y/N Y/N ft ft ft ft c/e/com s (in`) OP right side wall N N 22 15.33 15.75 1.33 8 Center 125 3.813 61 13.24 39.10 0.002404 2.858551 162.5888 0.24227 0.92379 0.91924 0.25228 0.96186 0.84893 OP front wall right N N 22 15.33 15.75 1.33 8 Center 1.25 3.813 61 13.24 39.10 0.002404 2.858551 162.5888 0.24227 0.92379 0.91924 0.25226 0.96186 0.84893 OP frong wall left N N 22 15.50 15.92 1.33 8 Center 1.25 3.813 61 13.24 39.10 0.002404 2.658551 162.5888 0.24227 0.92379 0.91924 0.25226 0.96186 0.84893 OP rear wall right N N 22 15.33 15.75 1.33 8 Center 1.25 3.813 61 13.24 39.10 0.002404 2.658551 162.5888 0.24227 0.92379 0.91924 0.25228 0.96186 0.84893 OP rear wall left N N 22 15.83 16.25 1.33 8 Center 1.25 3.813 61 13.24 39.10 0.002404 2.658551 162.5888 0.24227 0.92379 0.91924 0.25226 0.96186 0.84693 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A OP wall(fully grouted check) IN IN 22 15.33 15.75 1.33 8 Center 1.25 3.813 84 18.23 53.84 0.003606 2.586736 122.58881 0.28769 1.09697 0.9041 0.28978 1.10493 0.847 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A 0 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A CMU WALL DESIGN WORKSHEET Page 2/3 Bending Forces Rectangular Section Stresses T-Beam Section Stresses lied Axial Stresses Allow. Wall Roof Loads+Self Wt. CMU Comp.Sh. Steel Stress CMU Comp.Sh. Steel Stress Roof Loads+Self Wt. Axial Location Wind Seismic occent. DL Stress Axial a a mex a mex mor lbl Mleq ls1 lsleq tb2 lb2eq %2 ls2eq tad, tall fast Fa Check lb-fit Ibrft Ib-ft ft Ib-ft Ib-fta Ib-ft ft Ib-ft Ib-ft Ib-ft si si si si si si si si si si si si OP right side wall 1374 2706 2706 6.25 7447 3058 3058 6.25 0 0 0 0 418 472 21055 23794 479 541 22853 25826 9 0 0 348 O.K. OP front wall right 1374 2706 2706 6.25 1447 3058 3058 6.25 0 0 0 0 418 472 21055 23794 479 541 22853 25826 9 0 0 348 O.K. OP frong wall left 1434 2561 2561 6 1509 2894 2894 6 0 0 0 0 395 447 19926 22518 453 512 21627 24441 9 0 0 345 O.K. OP rear wall right 1374 2706 2706 6 1447 3058 3058 6 0 0 0 0 418 472 21055 23794 479 541 22853 25826 9 0 0 348 O.K. OP rear wall left 1551 2291 2291 6 1630 2589 2589 6 0 0 0 0 354 400 17823 20141 405 458 19344 21861 9 0 0 339 O.K. 0 #DIV/0! 0 #DIV/0! #DIV/01 #DIV/01 0 #DIV/01 #DIV/0! 0 0 0 0 #DIV/0! #DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #N/A #N/A #N/A #DIV/01 OP wall(fully grouted check) 916 1804 1804 6 1329 2807 2807 6 0 0 0 0 358 557 14272 22210 386 600 15234 23707 11 0 0 340 O.K. 0 #DIV/0! 0 #DIV/0! #DIV/01 #DIV/01 0 #DIV/01 #DIV/0! 0 0 0 0 #DIV/0! #DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #N/A #N/A #N/A #DIV/01 0 #DIV/01 0 #DIV/01 #DIV/01 #DIV/01 0 #DIV/01 #DIV/01 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 #DIV/0! #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/0! #N/A #N/A #N/A #DIV/01 0 #DIV/0! 0 #DIV/0! #DIV/0! #DIV/0! 0 #DIV/01 #DIV/0! 0 0 0 0 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #N/A #N/A #N/A #DIV/01 CMU WALL DESIGN WORKSHEET Page 3/3 Design Summary Wall Masonry Combined Stress Ratios Due to Axial&Bending Steel Combined Stress Ratios Due to Axial Eccentric&Bending Wall Bar Bar Bar Max Max Check Does Location DL+RLL DL+SL DL+WL DL+EQ DL+ DL+ DL+RLL DL+SL DL+WL DL+EQ DL+ DL+ Location Spacing Sae Area CMU Steel Pa pet 0.75WL+ 0.75EQ+ 0.75WL+ 0.75EQ+ SibAb Stress Stress or=11 .75 LorS .75 LorS .75 LorS .75 LorS (in`) Ratio Ratio Control? OP right side wall 0.010 0.010 0.475 0.535 0.359 0.404 0.000 0.000 0.658 0.744 0.493 0.558 OP right side wall 48 6 0.44 0.54 0.74 O.K. Parapet OP front wall right 0.010 0.010 0.475 0.535 0.359 0.404 0.000 0.000 0.658 0.744 0.493 0.558 OP front wall right 48 6 0.44 0.54 0.74 O.K. Parapet OP frong wall left 0.010 0.010 0.450 0.507 0.340 0.383 0.000 0.000 0.623 0.704 0.417 0.528 OP frong wall left 48 6 0.44 0.51 0.70 O.K. Parapet OP rear wall right 0.010 0.010 0.475 0.535 0.359 0.404 0.000 0.000 0.658 0.744 0.493 0.558 OP rear wall right 48 6 0.44 0.54 0.74 O.K. Parapet OP rear wall left 0.010 0.010 0.4035 0.454 0.304 0.343 0.000 0.000 0.557 0.629 0.418 0.472 OP rear wall left 48 6 0.44 0.45 0.63 O.K. Parapet 0 #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/01 #DIV/01 #N/A #N/A #N/A #N/A #N/A #N/A 0 0 #N/A #DIV/01 #N/A #DIV/01 #DIV/01 OP wall(fully grouted check) 0.013 0.013 0.410 0.631 0.311 0.477 0.000 0.000 0.446 0*694 0.334 0 0.521 wall(fully grouted ch 32 6 0.44 0.fi3 0.69 O.K. Parapet 0 #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/0! #N/A #N/A #N/A #N/A #N/A #N/A 0 0 0 #N/A #DIV/0! #N/A #DIV/0! #DIV/01 0 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #N/A #N/A #N/A #N/A #N/A #N/A 0 0 0 #N/A #DIV/01 #N/A #DIV/01 #DIV/01 0 #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/01 #N/A #N/A #N/A #N/A #N/A #N/A 0 0 0 #N/A #DIV/01 #N/A #DIV/01 #DIV/01 1 Project No. Project Name: Made By: Sheet No: 2401803757 WM3757 Arlington,WA OPD DTR 1 JAMB DESIGN CMU Wall Details Low Roof Loads Jamb Details Jamb Design Values Final Design Check CMU CMU Top of Jamb tat 2nd Top of Pier or End #of Grout,Reinf, Max CMU Max Steel u Wall Reber Bar Wall Top of Ftg El Low Roof Low Roof Add'I Wall Jamb Reinf Opening Opening Opening Lintel End Jamb #of Cells Tension Jamb and Stress She ss Stress Girt Thick. Size Spacing Weight Wall El. Roof El. below FF Trib Width Drift On Weight Type Location Width Width EI. Brg. Width Grouted Bars Reber Size Design Check Ratio Ratio Wall Location Y/N in # in psf (ft) (ft) (ft.) (ft) (plf) (plf) (ft) (ft) (ft) (in) (ft) n. ne # 1 OP right side wall N 8 6 48 61 22.00 15.75 1.33 Jamb Ede 3.33 1.33 1 1 6 OK 0.36 0.58 2 0 0 0 0 0 0.00 0.00 0.00 Jamb Ede 1 1 6 3 0 0 0 0 0 0.00 0.00 0.00 Jamb Ede 1 1 6 4 P wall(fullyrouted check N 8 6 32 84 22.00 15.75 1.33 1.00 500 Jamb Ede 3.33 1.33 1 1 6 OK 0.45 P. 5 0 0 0 0 0 0.00 0.00 0.00 1 Jamb Ede 1 1 6 Note:Parapet lateral trib is taken as the spacing of the wall reinforcement plus the Note:Wall wind is used on the parapet when checking the wall moment,parapet wind is used on User Notes: spacing of the jamb bars,unless the height of the opening exceeds 75%of the height the parapet when checking the parapet moment 1.Number of Reinforced Cells should only include full height reinforcement. of the roof,in which case the lateral trib becomes half the spacing of the wall 2.Number of Grouted Cells should include grout below steel lintel bearing. reinforcement plus the spacing of the jamb bars plus half the width of the opening 3.Pier or End Length should be the full width of masonry jamb and include any steel lintel bearing length(refer to diagrams below) 4.Jamb design assumes a uniform lateral trib on the jamb trib width. Project No. Project Name: Made Byy Sheet No: 2401803757 WM3757 Arlington, WA OPD DTR 1 LINTEL DESIGN CMU Wall Details Low Roof Loads Jamb Details Lintel Details Final Design Check CMU CMU Add'I 1st I 2nd Top of Lintel Horiz #of Bottom Arching Include Check Deft. Deft. Wall Wall Top of kilb ow Roof Low Roof Wall Opening Opening Opening End Lintel Lintel Reinf �#ofBottom Top Reinf Bar Action Arching Lateral Limit Limit Steel Girt Thick. Wei ht Wall El. Roof El. Width Drift OnlyWeight Width Width El. Br. Type Depth Size Reinf Bars Reinf Bars Clearance Eli ible Action Loads Vert Hortz CMU Steel Shear Deflect Design Check Wall Location YIN in psf ft ft ft pit plf ft ft ft in in # in Yes/No Yes/No Yes/No L/z L/z OP right side wall N 8 61 22.00 15.75 0.00 0 0 3.33 0.00 7.33 0.00 CMU 16.00 6 1 0 3.50 Yes No Yes 0.22 0.19 0.51 OK CMU 16.00 6 1 0 3.50 No Yes CMU �006 1 3.50 No YesP wall full routed chec N 8 84 22.00 15.75 1.00 500 1 3.33 0.00 7.33 0.00 CMU 1 0 3.50 Yes No Yes 0.30 0.26 0.69 OK CMU 1 0 3.50 No Yes Notes: Notes: 1 Girt uses a simple span condition equal to the wall span(TOF to Roof)multipled by a factor of 0.75. 4. Deflection is only checked for steel lintels. ILintel lateral trib assumes 1/2 height of wall trib(TOF to Roof)trib to lintel in lateral direction. 5.Shear is only checked for Masonry Lintels 3. Steel lintels are assumed to be braced at the mid-span for design. 6. Refer to page 7 for load combinations. Project No. Project Name: Made By: Sheet No: 2401803757 WM3757 Arlinton,WA OPD DTR 1 PARAPET JAMB DESIGN CMU Wall Details Jamb Details I Jamb Design Values Final Design Check Uniform Load CMU CMU Jamb 1st 2nd Pier or End #of Jamb Grout,Reinf, Max CMU Max Steel Wind Seismic u Wall Reber Bar Wall Top of Jamb Reinf Opening Opening Lintel End Jamb #of Cells Tension Reber and Stress Stress Stress w Jamb Mwall eq Jamb Mwall Thick. Size Spacing Weight Wall El. Roof El. Type Location Width Width B . Width Grouted Bars Size Design Check Ratio Ratio parapet Design pampet Desi n Wall Location in # in psf (ft) (ft) (ft) (ft) (in) (ft) n. ne # 'If lb-ft plf Ib-ft 1 OP right side wall 8 6 48 61 22.00 15.75 Jamb Ede 3.33 0.00 1 1 6 OK 0.52 0.61 138.34 2705 156.34 3057 2 OP right side wall 8 6 48 61 22.00 15.75 Pier Ede 3.33 3.33 0.00 4.00 2 2 6 OK 0.53 0.56 253.62 4959 286.61 5604 3 OP right side wall 8 6 48 61 22.00 15.75 End Ede 3.33 0.00 2.67 1 1 6 OK 0.52 0.66 149.99 2933 169.50 3314 4 0 0 0 0 0.00 0.00 Jamb Ede 0.00 1 1 6 5 P wall(fullyrouted check 8 6 32 84 22.00 15.75 Jamb Ede 3.33 0.00 1 1 6 OK 0.75 0.70 115.28 2254 179.39 3507 6 0 0 0 0 0.00 0.00 Jamb Ede 0.00 1 1 6 7 0 0 0 0 0.00 0.00 Jamb Ede 0.00 1 1 6 8 0 0 0 0 0.00 0.00 Jamb Ede 0.00 1 1 6 9 0 0 0 0 0.00 0.00 Jamb Ede 0.00 1 1 6 10 0 0 0 0 0.00 0.00 Jamb Ede 0.00 1 1 6 JAMB SUPPORT DATA&DETAILS Wall Lateral Forces Wall Properties Parapet WL,Service=1 34.61 psf Masonry Inspection= Y /n 1 Fm=1 222112 Parapet(sery.)0.7*EQ=1 0.641*weight Masonry,fm= 2,000 psi Fs= 32000 psi Reber yield strength,F= 60,000 psi In=EJEm=1 16.11 Masonry Mod.Of Elasticity,Em= 1,800 ksi Steel Mod.Of Elasticity,Eg 29,000 ksi Reinforcing Bar Properties Wall Thickness Properties Parapet Jamb Schedule size area Unit tf d(edge) d center Isolid Ihollow Aso id Ahollow to Opening Jamb 4 10.20 in-2 6 1.00 1 2.875 2.813 1 178 1 139.3 67.5 32.2 5.625 Wall Thick. Width Width 5 0.31 in"2 8 1.25 4.875 3.813 443.3 334 91.5 41.5 7.625 8 in 3.33 ft 8 in 6 0.44 in-2 10 1.25 6.875 4.813 891.7 1 606.3 115.5 48 9.625 8 in 3.33 ft 16 in 7 0.60 in^2 12 1.25 1 8.875 5.813 1571 971.5 139.5 53.1 11.625 8 in 3.33 ft 24 in 8 0.79 in^2 12 in 0.00 ft 8 in 12 in 0.00 ft 16 in Load Combinations 12 in 0.00 ft 24 in 1 1.00 DL 0.00 RILL 0.00 SL 0.00 WL 0.00 EQ 2 1.00 DL 0.00 RILL 1.00 SL 1.00 WL 0.00 EQ 3 1.00 DL 0.00 RILL 0.00 SL 0.00 WL 1.00 EQ 4 0.00 DL 0.00 RILL 4000000 SL0.00 WL 0.00 EQ 5 0.00 DL 0.00 RILLSL 0.00 WL 0.00 EQ 6 0.00 DL 0.00 RILLSL 0.00 WL 0.00 EQ Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File:3757-New Opening Calcs.ec6 LIC#:KW-06015958,Build:20.25.08.20 JOHNSTON-BURKHOLDER (c)ENERCALC,LLC 1982-2025 DESCRIPTION: Lintel beam at new 8'-8" opening at grid 10 Code References Governing Code : IBC 2018, CBC 2019 Referenced Design Standard(s) :AISC 360-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D 1.113 W12x26 1 2 i Span=9.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D=0.0630 ksf, Tributary Width= 17.670 ft, (8" CMU (26'-8"-9-0")) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.139: 1 Maximum Shear Stress Ratio= 0.095 : 1 Section used for this span W12x26 Section used for this span W12x26 Ma:Applied 12.396 k-ft Va:Applied 5.315 k Mn/Omega:Allowable 89.093 k-ft Vn/Omega:Allowable 56.120 k Load Combination Load Combination D Only D Only Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0 in Ratio= 0 <600.0 n/a Max Upward Transient Deflection 0 in Ratio= 0 <600.0 n/a Max Downward Total Deflection 0.033 in Ratio= 3395 —600. Span:1 :D Only Max Upward Total Deflection 0 in Ratio= 0 <600.0 n/a Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.315 5.315 Max Upward from Load Combinations 3.189 3.189 Max Upward from Load Cases 5.315 5.315 D Only 5.315 5.315 +0.60D 3.189 3.189 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File:3757-New Opening Calcs.ec6 LIC#:KW-06015958,Build:20.25.08.20 JOHNSTON-BURKHOLDER (c)ENERCALC,LLC 1982-2025 DESCRIPTION: Jamb column at new opening at grid 10 Code References Governing Code : IBC 2018, CBC 2019 Referenced Design Standard(s) :AISC 360-16 Load Combination Set:ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending W 0.08338 E 0.09138 H SS8x4x1/4 1 2 Span=18.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : W = 0.01250, E =0.01370 ksf, Tributary Width =6.670 ft, (Trib=(8.67'/2)+1.33+(2'/2)=6.67'; E=0.217*63) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.092: 1 Maximum Shear Stress Ratio= 0.011 : 1 Section used for this span HSS8x4x1/4 Section used for this span HSS8x4x1/4 Ma:Applied 2.787 k-ft Va:Applied 0.5971 k Mn/Omega:Allowable 30.219 k-ft Vn/Omega:Allowable 56.229 k Load Combination Load Combination E Only*0.70 E Only*0.70 Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.204 in Ratio= 1,100 —360 Span:1 :E Only Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a Max Downward Total Deflection 0.143 in Ratio= 1572 —240. Span:1 :E Only*0.70 Max Upward Total Deflection 0 in Ratio= 0 <240.0 n/a Vertical Reactions Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 0.853 0.853 Max Upward from Load Combinations 0.467 0.467 Max Upward from Load Cases 0.853 0.853 +0.60W 0.467 0.467 +0.450W 0.350 0.350 E Only*0.70 0.597 0.597 E Only*0.5250 0.448 0.448 W Only 0.778 0.778 E Only 0.853 0.853 JOHNSTON BURKHOLDER JBAAsSOCIATES consulting structural engineers MISC 930 CENTRAL ST • KANSAS CITY, MO 64105 (816) 421-4200 • WWW.JBAENGR.COM Protect No. Prowl,Name Made By: Data: EXISTING FRAMING EVALUATION&ANALYSIS WORKSHEET 2401803757 WM 3757 Arington,WA DTR 8/27/2025 'ENVELOPE ANALYSIS OF A SIMPLY SUPPORTED SECTION' Original Building Code:20231BC Current Building Code:20211BC Notes&Comments Conclusions -EAMingjoist J3-30KSP--TULL=228/150 -Design DL=13 psf;RILL=20 psf;SL=25 Psf -Skid:28001bs plus 400 lb curb--2800'(5/8y2+40014=975 1bs per caner -Actual DL=12 psf - General and Design Information Results Summary at Each End,Maximum Momard,and User-Specfed Locations Loading Key Diagram(Does Not Reflect Actual Loading) Original Original On Location from Original New Shear(k) g" New Momenl Kev Plan Markd2eferonca= Shear w/ Momenl Moment w/ Ae No. VF(fi) Shear(k) &(U.C.) (k-ft)8(U.C.) LefVR.r Reference ADS(k) (k-ft) ADS(k-ft) Righbtar Reference VF 0. 7..22 JA0 (0.9371 - - roi inFw�au nTm Tit Dept Width(ft)= 5.775 RIR 55.67 b.8] -7.22 -]AO (1.077I LOIaO ^1�LO �f^ Joist Depth Soon 30 MNT 25A7825.81 - 1W.8 108.8 99.5 10.981 I! I l� ✓(1 1 Scan(ft)= 55.67 1 %End Reaction for Min.Shear= 25% 2 OOverstress(ADS)= 5% 3 Stress Reference= 120% 4 Total Tub(soft) 321 5 Ldueuewus eTaar•rrarrnao Reduced Roof Live Load= 17.57 6 Use LL reduction? N 7 ^ 'I 8 Maximum Stress Ratios Maximum Added Forces Deflection Check 9 Shear:UC=1.092 at 52.747325 ft Shear:0.58 kips a52.747325 ft E(ksi)= 29000 10 Moment UC=OAS st 25.61 ft Moment:0 fi-Idca at 25.61 it (inM) 544 Note:Maximum alloureble overstress(AOSI in araviM members is-bend per the applicable buildino code Approx.Original Deflection(in)= 3.72 ADp New Deflection(in)= 3.58 ADp Deflection Ratio=U 186 Original Loading("As-Built","As-Designed",or"In-Place"Capacitvl New Loading Point Load, Polhill Loads No. Mark MNrdude(k) Location(ft) No. Mark Magnkude(k) Location(ft) 1 1 New skid 0.98 52.67 2 2 3 3 3 3 4 4 5 5 6 6 7 8 8 9 9 10 10 Uniform Loads(Full or Partlall Uniform Loads(Full or Partlall No. Marc Magnitude(Wf) She Location End No. Mark Mainitude(Wf) Sbr°�lon End 1 Orginel DL 0.078 0 55.67 1 Actual DL 0.0693 0 55.67 12 had DL 2 Original RLL 0.15 0 55.67 2 Actual RILL 0.144375 0 55.67 25 psf LVSL 3 3 4 4 5 5 6 8 7 7 8 8 9 9 10 10 Trlanoular Loads(Full or Partlall Tdanoular Loads(Full or Partlall No. Marc Magnitude(Wf) Peak Meg. Location No. Mark Magnitude(Wf) Peak MIN. Location ) Orientation Bus End Orientation Sfad End 1 Snowdrift 0.488 LavFront 0 19 1 Sn-drift 0.488 LMVFront 0 19 2 2 3 3 4 4 5 5 6 8 7 8 8 9 9 10 10 Percent Stress Diagram PERCENT OVERSTRESS 1.1w s x d 1.050 1.ogg 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 38 37 38 39 40 41 42 43 44 45 48 47 48 49 50 51 52 53 54 55 x(ft) —Shear(Vnew I Vong) —Moment(Mnew I Mong) [v1.21 Printed on 8/27/2025 Skid MTB(1 of 2) Protect No. Prowl,Name Made By: Dale: EXISTING FRAMING EVALUATION&ANALYSIS WORKSHEET 2401803757 WM 3757 Arington,WA DTR 8/27/2025 'ENVELOPE ANALYSIS OF A SIMPLY SUPPORTED SECTION' Original Building Code:20231BC Current Building Code:20211BC Shear Di—am. SHEAR DIAGRAM SHEAR COMPARISION(ABSOLUTE VALUE) m •- 1 o.s o.e B 0.7 0.8 6 0.5 Ilk 0.4 11 0.3 4 0.2 B e.0.1 Z2 0 c-0.1 Ot14 7481Yv0i1 5 E 5 .03 -0.4 -2 .05 ____________ -006 d -0.7 -0.9 -6 -1 .�4 (n) -8IX Dlfferenceln Shear(Vnew-Vorg) Difference In Shear(Vnew-AOS'Vorg) —New Shear OrglaJSM1l;arw/AOS ---Original Shear —-Desl9n Stress Reverse)(Negative on Chart) Stress Reversal(Negative on Char-For Info Only) Moment Dianrams MOMENT DIAGRAM 110 M MENT COMPARISON DIAGRAM �..-------- --_� s0 / \ 105 i E E 'Eo � 00 30 I � 0 ' 0 5 10 15 20 25 30 35 40 45 50 55 95 x(ft) 0 1 2 3 4 5 6 7 8 910111213d 41516171 M Y0212Zt�R'.2@R&450313253141936{]JS59101142134N516M1R&3UY>�3#5 x(fl) —New Moment —Orglnal Moment w/ADS ------Original Moment —New Moment -—Original Moment w/ADS ----Original Moment —Max New Moment ---Max Original Moment RelntomAng Raference(Hoft Line,If Req'd) Iv1.21 Printed on 8/27/2025 Skid MTB(2 of 2) Protect No. Protect Name Made By: Data: EXISTING FRAMING EVALUATION&ANALYSIS WORKSHEET 2401803757 WM 3757 Arington,WA DTR 8/27/2025 'ENVELOPE ANALYSIS OF A SIMPLY SUPPORTED SECTION' Original Building Code:20231BC Current Building Code:20211BC Notes&Comments Conclusions -EAMing joist d1-30KSP--TULL=228/150 -Design DL=13 psf;RILL=20 psf;SL=25 Psf -Skid:28001bs plus 400 lb curb--2800'(5/8y2+40014=975 1bs par caner -Actual DL=12 psf - General and Design Information Resuks Summary at Each End,Maximum Momard,and User-Specfed Locations Loading Key Diagram(Does Not Reflect Actual Loading) LOcL/F(h)m mar(l Original New Shear(k) Original Ong. Naw Momenl L L r� Kev Plan Markd2eferonca= Shear w/ Momenl Moment w/ No. VF(fi) Shear(k) 8(U.C.) (k-R)&(U.C.) LefUlF,ord Reference= ADS(k) k-R ADS(k-ft) Righbtar Reference= VF 7. 7.34 (1.0761 - - roi inFwIautaa "Ton TributaryWidth(ft)= 5.775 N 60 b.84 -7.18 bAfi (0.945) ^ Joist Depth Soon 30 MNT 30828.] - 1@.8 107.7 97.6 (0.9521 Lolw I J�_ �✓� Scan(fit= 60 t %End Reaction for Min.Shear= 25% 2 OOverstress(ADS)= 5% 3 Stress Reference= 120% 4 Total Tub(soft) 347 5 Ldueuewus eTaar•rrarrnao Reduced Roof Live Load= 17.07 6 Use LL reduction? N 7 ^ 'I- 8 Maximum Stress Ratios Maximum Added Forces Deflection Check 9 Shear:UC=1.088 q 3 ft Shear:0.55 kips a 3 ft E lksi)= 29000 10 Moment UC=0.952 at 29.7 ft Moment:0 fi-Wi,s at 29.7fi I lint- 682 Nqe:Maxmum a1lowAle overstress(AOSI in araviN members is defined per the applicable buildino cote Approx.Original Deflection(in)= 3.36 ADp New Defection(in) 3.21 Approx.Deflection Ratio=U 225 Original Loading("As-Built","As-Designed",or"In-Place"Capacitvl New Loading Point Load, Polhill Loads No. Mark MNrdude(k) Location(ft) No. Mark Magnkude(k) Location(ft) 1 1 New skid 0.98 3 2 2 3 3 3 3 4 4 5 5 6 6 7 8 8 9 9 10 10 Uniform Loads(Full or Partlall UnNorm Loads(Full or Partlall No. Mark Magnitude(Wf) She Lo�lon End No. Mark Magnitude(Wf) SeLo�lon End 1 Orginel DL 0.078 0 60 1 Actual DL 0.0693 0 60 12 had DL 2 Original RLL 0.15 0 60 2 Actual RLL 0.144375 0 60 25 psf LVSL 3 3 4 4 5 5 6 8 7 7 8 8 9 9 10 10 Trlanoular Loads(Full or Partlall Tdanoular Loads(Full or Partlall No. Mark Magnitude(Wf) Peak MN Location No. Mark Magnitude(Wf) Peak MN Location ) Orientation Sfar End Orientation Sfad End 1 2 2 3 3 4 4 5 5 6 8 7 7 8 8 9 9 10 10 Percent Stress Diagram PERCENT OVERSTRESS 1.1w 00, x d 1.00 1.aoD 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 27 22 23 24 25 28 27 28 29 30 31 32 33 34 35 38 37 38 39 40 47 42 43 44 45 48 47 48 49 50 51 52 53 54 55 56 57 58 59 80 x(ft) —Shear(Vnew/Vong) —Moment(Mnew/Mong) [v1.21 Printed on 8/27/2025 Skid MTC If(I of 2) Protect No. Prowl,Name Made BY: Dale: EXISTING FRAMING EVALUATION&ANALYSIS WORKSHEET 2401803757 WM 3757 Arington,WA DTR 8/27/2025 'ENVELOPE ANALYSIS OF A SIMPLY SUPPORTED SECTION' Original Building Code:20231BC Current Building Code:20211BC Shear Diagrams 8 SH A SHEAR COMPARISION(ABSOLUTE VALUE) 7 o.s 8 lr 0.8 1.7 5 0.8 4 0.5 3 0.4 - 0.3 2 m 1.2 a1 a 0.1 o— 1 1 50 55 60 0123 78 1 iio 51M 81 1221 93 4< 48t 153 50 1 w-0.2 2 -0.3 -04 - -3 -0.5 t I h I I d -0.6 -0.7 -5 -0.8 6 -0.9 1 -7 .(n) -8 IX —Dlfferanca In Shear(Vnew-Vodg) -Dlffeomceln Shear(Vnew-AOS'Vorg) New Shear Orglaa�SM1l;arw/AOS -------Orglnal Shear —-Design Stress Reverse)(Negative on Chart) Stress Reversal(Negative on Chart-For Info Only) Moment Dianrams MOMENT DIAGRAM 110 M MENT C MPARI ON DIA RAM r — --------------- 89 59 E `` E 100 29 IN0 5 10 75 20 25 30 35 40 45 50 55 80 95 ' x(ff) 0 1 2 3 4 5 6]8 910 11213141981T3 Y@4]23?@38?R@8014�31415'163A8191Ot112/31495/6tWMSffi5E3#Y63�9i0 a(11) New Moment —Orglnel Moment w/ADS ------Original Moment —New Moment --Orginal Momentw/AOS ----Orginal Moment —Max New Moment Max Original Moment Re1ofmdng Raference(Hoff Line,If Req'd) (v1.21 Printed on 8/27/2025 Skid MTC JI(2 of 2) Protect No. Protect Name Made By: Data: EXISTING FRAMING EVALUATION&ANALYSIS WORKSHEET 2401803757 WM 3757 Arington,WA DTR 8/27/2025 'ENVELOPE ANALYSIS OF A SIMPLY SUPPORTED SECTION' Original Building Code:20231BC Current Building Code:20211BC Notes&Comments Conclusions -EAMingjoist J2-30KSP--TULL=2551152 -Design DL=17 psf;RILL=20 psf;SL=25 Psf -Skid:28001bs plus 400 lb curb--2800'(5/8y2+40014=975 1bs par caner -Actual DL=16 psf - General and Design Information Resuks Summary at Each End,Maximum Momard,and User-Specfed Locations Loading Key Diagram(Does Not Reflect Actual Loading) LOcL/F(h)om marl Original New Shear(k) Original Ong. Naw Momenl L L r� Kev Plan MarklReferonca= Shear w/ Momenl Moment w/ No. VF(fi) Shear(k) 8(U.C.) (k-R)&(U.C.) LefUlF,ord Reference= ADS(k) k-R ADS(k-fi) Rigibtar Reference= VF .7.6 8.0 .7. (1.11 - - roi inFwIautaa "Ton Tlet Dery flm,h(fi)= 6.083 N 60 -7.65 A.03 -7.59 (0.9351 ^ Joist Depth Soon 30 MNT 30829.85 - 114.8 120.5 119.7 (0.9911 Lolw I J�_ �✓� Scan(fit= 60 1 %End Reaction for Min.Shear= 25% 2 OOverstress(ADS)= 5% 3 Stress Reference= 120% 4 Total Tub(soft) 365 5 Loueuewus soar•rrarrnso Reduced Roof Live Load= 16.70 6 Use LL reduction? N 7 ^ 'I- 8 Maximum Stress Ratios Maximum Added Forces Deflection Check 9 Shear:UC-1.113 at 3 ff Shear:0.78 kips st 3 ft E(ksi)= 2900 10 Moment UC=0.991 at 29.85fi Moment:0 fi-Idpsat 29.85it I(inM) 682 Note:Maximum al lousble overstress(AOSI in araviN members is damned her the applicable buildino code Approx.Onginal Deflection(in)= 3.76 ADp New Defection(in) 3.73 ADp Deflection Ratio=U 193 Original Loading("As-Built","As-Designed",or"In-Place"Capacitvl New Loading Point Load, Polhill Loads No. Mark MNrdude(k) Location(ft) No. Mark Magnkude(k) Location(fi) 1 1 Neu skid 0.98 3 2 2 3 3 3 3 4 4 5 5 6 8 7 8 8 9 9 10 10 Uniform Loads(Full or Partlall UnNorm Loads(Full or Partlall No. Mark Magnitude(Wf) Bus Location End No. Mark Magnitude(Wf) Bbr�Location End 1 Orginel DL 0.103 0 60 1 Actual DL 0.097328 0 60 16 had DL 2 Original RLL 0.152 0 60 2 Actual RLL 0.152075 0 60 25 psf LVSL 3 3 4 4 5 5 6 8 7 7 8 8 9 9 10 10 Trlanoular Loads(Full or Partlall Tdanoular Loads(Full or Partlall No. Mark Magnitude(Wf) Peak MN Location No. Mark Magnitude(Wf) Peak MN Location ) Orientation Sfar End Orientation Sfad End 1 2 2 3 3 4 4 5 5 6 8 7 7 8 8 9 9 10 10 Percent Stress Diagram PERCENT OVERSTRESS 1.10 1.100 0000.1, a x d 1.oso 000 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 x(fl) —Shear(Vnew/Vong) —Moment(Mnew/Mong) [v1.21 Printed on 8/27/2025 Skid MTC J2(1 of 2) Protect No. Prdact Name Made By: Dale: EXISTING FRAMING EVALUATION&ANALYSIS WORKSHEET 2401803757 WM 3757 Arington,WA DTR 8/27/2025 'ENVELOPE ANALYSIS OF A SIMPLY SUPPORTED SECTION' Original Building Code:20231BC Current Building Code:20211BC Shear Dia9rama g SH A SHEAR COMPARISION(ABSOLUTE VALUE) 6 o.s 0.8 8 0.7 5 0.8 0.5 4 0.4 3 0.3 2 0.2 ei c 0., 0 `0 3-01 0 34 78 1 1121 51M 81 1221 4< 48t ZZ 50 ni m-02 -2 -0.3 3 -0.4 -0.5 -0 4)6 5 -0.7 -0 utw -5 .8 .0 -01 1 -8 .(n) -9 IX —DiBerencaln Shear(Vnew-Vorg) — -Dlffeomceln Shear(Vnew-AOS'Vorg) —New Shear —Ohglaa�SM1l;arw/AOS -------Original Shear —-Design Stress Reversal(Negative on Chart) Stress Reversal(Negative on Char-For Info Only) Moment Dianrame MOMENT DIAGRAM 130 M MENT C MPARI ON DIA RAM 120 �• � 125 90 s / \ 120 E 60 \ E 30 110 0 0 5 10 15 20 25 30 35 40 45 055 60 105 x(ft) 01234567891D11ONAa817IVT2222T? MU MS0Z 0 a(11) —New Moment —Original Moment w/ADS ---Original Moment New Moment —-Original Momentw/AOS ----Original Moment —Max New Moment Max Original Moment Relofordng Reference(Horiz Line,If Req'd) (v,.21 Printed on 8/27/2025 Skid MTC J2(2 of 2) JOHNSTON BURKHOLDER JBAAsSOCIATES consulting structural engineers STRUCTURAL FIXTURE ANCHORAGE CALCULATIONS FOR Arlington, WA 4010 172Nd St NE Store#3757 PREPARED FOR CITY OF ARLINGTON, WA C.epL�j,. +Ol naa - DN:C a d Q li 1410 00 8, 0= T BURKHOLDER ASS'OCIATJ$, _ Date:20?�.09.03 15:48:59-05-00- 9/3/2025 JBA PROJECT #2401813757 930 CENTRAL•KANSAS CITY,MO 64105 (816)421-4200•WWW.JBAENGR.COM Calculation Index Page Description 1 Seismic Anchorage Design for Importance Factor= 1.0 (Stock Room) 2 Seismic Anchorage Design for Importance Factor= 1.5 (Sales Floor) 3 Gondola (Shelving)Anchorage Design- Load Diagrams 4 Racking Anchorage Design - Frame Load Diagram 5-6 18R Fixture- 18"W x 48" H 7-8 18S Fixture- 18"W x 54" H 9- 10 18T Fixture- 18"W x 60" H 11 - 12 18V Fixture- 18"W x 78" H 13- 14 18-3 Fixture- 18"W x 84" H 15- 16 18FW Fixture- 18"W x 84" H 17- 18 24R Fixture-24"W x 48" H 19-20 24U Fixture-24"W x 66" H 21 -22 24T Fixture-24"W x 60" H 23-24 24V Fixture-24"W x 78" H 25-26 24W Fixture-24"W x 84" H 27-28 24X Fixture-24"W x 90" H 29-30 24XSD Fixture-24"W x 90" H 31 -32 30YZ Fixture-30"W x 96" H 33-34 2490 EC Fixture-24"W x 90" H 35-36 3678 EC Fixture-36"W x 78" H 37-38 4878 EC Fixture-48"W x 78" H 39-40 9-3RX Fixture-9"W x 84" H 41 -42 18-3RX Fixture- 18"W x 84" H 43-44 30-2 Fixture-30"W x 54" H 45-46 30-3 Fixture-30"W x 84" H 47-48 36-3 Fixture-36"W x 84" H 49-50 36FW Fixture-36"W x 84" H 51 -52 36S Fixture-36"W x 54" H 53-54 36T Fixture-36"W x 60" H 55-56 36V Fixture-36"W x 78" H 57-58 36X Fixture-36"W x 90" H 59-60 48X Fixture-48"W x 90" H 61 -62 52W Fixture-52"W x 84" H 63-64 54X Fixture-54"W x 90" H 65-66 Seismic Rack A-44" D x 96"W x 120" H 67-68 Seismic Rack AWS-24" D x 96"W x 120" H 69-70 Seismic Rack B-44" D x 96"W x 120" H 71 -72 Seismic Rack OGP2 (SF-CF)-22" D x 96"W x 90" H 73-74 Seismic Rack OGP5 (SF-CF)-22" D x 96"W x 90" H 75-76 Seismic Rack OGP2 (46-90 OGP)-46" D x 96"W x 90" H 77-78 Seismic Rack OGP3 (46-90 OGP)-46" D x 96"W x 90" H 79-80 Seismic Rack OGP5 (46-90 OGP)-46" D x 96"W x 90" H 81 -82 Seismic Rack T (22x60 OGP)-22" D x 46"W x 60" H PROJECT NO: Sheet No: Of: JBAJOHNSTON 2401813757 1 82 PROJECT NAME: BURKHOLDER #3757 -Arlington, WA ASSOCIATES Ala BY: DATE: 09/03/25 consulting structural engineers CHECKED BY: DATE: Lateral Seismic Analysis IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Braced Down Aisle Store Latitude/Longitude Response Modification Factor, R= 4.0 6.0 ASCE-7, Table 15.4-1 Coordinates(per Google): Overstrength Factor, Omega, f2c= 2.0 ASCE-7, Table 15.4-1 N 48'os'02° 48.1506 Deflection Amplification Factor, Cd= 3.5 ASCE-7, Table 15.4-1 W 122'10'31" 122.1753 Detail Reference Section = 15.5.3.1 ASCE-7, Table 15.4-1 Risk(Occupancy)Category= II IBC, Table 1604.5 Importance Factor, IP= 1.0 ASCE-7 Sect. 15.5.3 0.2 Second Period Accel., SS= 1.066 g IBC Figs. 1613.2.1(1-10),ASCE-7 Figs. 22-1 thru 22-8 1.0 Second Period Accel., S1 = 0.380 g IBC Figs. 1613.2.1(1-10),ASCE-7 Figs. 22-1 thru 22-8 (Soil)Site Class= D IBC 1613.2.2->ASCE-7, Table 20.3-1 Fa= 1.074 IBC Table 1613.2.3(1),ASCE-7 Table 11.4-1 Fv= 1.920 IBC Table 1613.2.3(2),ASCE-7 Table 11.4-2+Sect. 11.4.8 SMs= 1.144 g IBC eq. 16-20,ASCE-7 eq. 11.4-1 SM1 = 0.730 g IBC eq. 16-21,ASCE-7 eq. 11.4-2 SIDS= 0.763 g IBC eq. 16-22,ASCE-7 eq. 11.4-3 SD1 = 0.487 g IBC eq. 16-23,ASCE-7 eq. 11.4-4 Seismic Design Category --based on SIDS= D IBC Table 1613.2.5(1),ASCE-7 Table 11.6-1 --based on SD1 = D IBC Table 1613.2.5(2),ASCE-7 Table 11.6-2 Shelving Fixture Cs= 0.191 RMI sect. 2.6.3 w/ASCE-7, Sect. 11.4.8 Cs, min = 0.034 RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3 Base Shear, V= Csl W = 0.191 W RMI sect. 2.6.2 Rack Fixture Braced Down Aisle Period, T(Hrack:5 96")= 0.265 1.249 sec. -RMI sect. 2.6.3 Ts, (SD1/SDs)= 0.638 sec. Period,T(96" < Hrack:5 12011)= 0.483 1.182 sec. -RMI sect. 2.6.3 TL= 6 sec. Period,T(Hrack> 120")= 0.352 1.348 sec. -RMI sect. 2.6.3 Period,T(Hrack= 168"w/Base Isolator)= NA NA sec. -RMI sect. 2.6.3<---Not Applicable for this project Cs(Hrack<-96")= 0.191 0.065 --> min[SDs/R, SD1/((T)(R))] Cs(96"< Hrack< 120")= 0.191 0.069 --> min[SDs/R SD1/((T)(R))l Cs(Hrack> 120")= 0.191 0.060 --> min[SDs/R, SD1/((T)(R))] Cs(Hrack= 168"w/Base Isolator)= NA NA --> min[SDs/R, SD1/((T)(R))] Cs, min = 0.034 0.034 --> RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3 Base Shear: Braced Down Aisle V(Hrack< 96") = Csl Ws = 0.191 0.065 Ws --> RMI sect. 2.6.2 V (96" < Hrack< 120") = Csl Ws = 0.191 0.069 Ws --> RMI sect. 2.6.2 V(Hrack> 120") = Csl Ws = 0.191 0.060 Ws --> RMI sect. 2.6.2 V (Hrack=168"w/Base Iso) = Csl Ws = NA NA Ws --> RMI sect. 2.6.2 Load Combinations for LRFD Member Design (RMI sect.2.2): for RISA Frame analysis DL= Dead Load LC#1: II ADL+ 1.2PL PL= Maximum load from pallets/product stored on racks LC#2: 1.2DL+ 1.4PL EL= Seismic Load -RMI section 2.6.7-Vert. Distribution LC#7a: (0.9-0.2SDs)DL+ (0.9-0.2SDs)PLapp+ p(1.0)EL <--- PLapp= (0.67)PL at each shelf level; p= 1.3 at"Braced"frames 0.7474 DL 0.7474 PLaPP 1.0000 EL LC#7b: (0.9-0.2SDs)DL+ (0.9-0.2SDs)PLapp+ p(1.0)EL <--- PLapp= (1.0)PL at top shelf only; p= 1.3 at"Braced"frames 0.7474 DL 0.7474 PLaPP 1.0000 EL LC#5: (1.2+0.2SDs)DL+ (0.85+0.2SDs)RPL+ p(1.0)EL <---p= 1.3 at"Braced"frames, R=0.7 1.3526 DL 0.7018 PL 1.0000 EL PROJECT NO: Sheet No: Of: JBAJOHNSTON 2401813757 2 82 PROJECT NAME: BURKHOLDER #3757 -Arlington, WA ASSOCIATES Ala BY: DATE: 09/03/25 consulting structural engineers CHECKED BY: DATE: Lateral Seismic Analysis IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Braced Down Aisle Store Latitude/Longitude Response Modification Factor, R= 4.0 6.0 ASCE-7, Table 15.4-1 Coordinates(per Google): Overstrength Factor, Omega, f2o= 2.0 ASCE-7, Table 15.4-1 N 48'os'02° 48.1506 Deflection Amplification Factor, Cd= 3.5 ASCE-7, Table 15.4-1 W 122'10'31" 122.1753 Detail Reference Section = 15.5.3.1 ASCE-7, Table 15.4-1 Occupancy Category= II IBC, Table 1604.5 Importance Factor, IP= 1.5 ASCE-7 Sect. 15.5.3 0.2 Second Period Accel., SS= 1.066 g IBC Figs. 1613.2.1(1-10),ASCE-7 Figs. 22-1 thru 22-8 1.0 Second Period Accel., S1 = 0.380 g IBC Figs. 1613.2.1(1-10),ASCE-7 Figs. 22-1 thru 22-8 (Soil)Site Class= D IBC 1613.2.2->ASCE-7, Table 20.3-1 Fa= 1.07 IBC Table 1613.2.3(1),ASCE-7 Table 11.4-1 Fv= 1.92 IBC Table 1613.2.3(2),ASCE-7 Table 11.4-2+Sect. 11.4.8 SMs= 1.144 g IBC eq. 16-20,ASCE-7 eq. 11.4-1 SM1 = 0.730 g IBC eq. 16-21,ASCE-7 eq. 11.4-2 SIDS= 0.763 g IBC eq. 16-22,ASCE-7 eq. 11.4-3 SD1 = 0.487 g IBC eq. 16-23,ASCE-7 eq. 11.4-4 Seismic Design Category --based on SIDS= D IBC Table 1613.2.5(1),ASCE-7 Table 11.6-1 --based on SD1 = D IBC Table 1613.2.5(2),ASCE-7 Table 11.6-2 Shelving Fixture CS= 0.191 RMI sect. 2.6.3 w/ASCE-7, Sect. 11.4.8 CS, min = 0.034 RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3 Base Shear, V= CSI W = 0.286 W RMI sect. 2.6.2 Rack Fixture Braced Down Aisle Period, T(Hrack<96")= 0.265 1.249 sec. -RMI sect. 2.6.3 Period,T(96" < Hrack< 12011)= 0.483 1.182 sec. -RMI sect. 2.6.3 Period,T(Hrack> 120")= 0.352 1.348 sec. -RMI sect. 2.6.3 Period,T(Hrack= 168"w/Base Isolator)= NA NA sec. -RMI sect. 2.6.3<---Not Applicable for this project Cs(Hrack<96")= 0.191 0.065 --> min[Sps/R, SD1/((T)(R))] Cs(96"< Hrack< 120")= 0.191 0.069 --> min[SDs/R, SD1/((T)(R))] Cs(Hrack> 120")= 0.191 0.060 --> min[SDs/R, SD1/((T)(R))] Cs(Hrack= 168"w/Base Isolator)= NA NA --> min[SDs/R, SD1/((T)(R))] CS, min = 0.034 0.034 --> RMI sect. 2.6.3 and ASCE-7 sect. 15.5.3 Base Shear: Braced Down Aisle V(Hrack< 96") = Csl Ws = 0.286 0.097 Ws --> RMI sect. 2.6.2 V (96" < Hrack< 120") = Csl Ws = 0.286 0.103 Ws --> RMI sect. 2.6.2 V(Hrack> 120") = Csl Ws = 0.286 0.090 Ws --> RMI sect. 2.6.2 V (Hrack=168"w/Base Iso) = CSI Ws = NA NA Ws --> RMI sect. 2.6.2 PROJECT NO: Sheet No: Of: JBAJOHNSTON 2401813757 3 82 PROJECT NAME: BURKHOLDER #3757-Arlington, WA ASSOCIATES Ala BY. DATE. 09/03/25 consulting structural engineers CHECKED BY: DATE Gondola (Shelving)Anchorage Design - Load Diagrams IBC 2021 /ASCE 7-16 /2012 RMI (ANSI/MH16.1-12) SHELF SHELF SHELF SHELF SHELF NIASHELF DEPTH DEPTH DEPTH DEPTH DEPTH DEPTH Fs ;Jlis_:� ��4'"''.u"�i3 i �- F5 e3 �iiiiiiii a I.��'!iiiii/��I I✓ir.,iiiii�%�I Gj,SHELF�SA /�i Ibs�%7 Ey/'cy Ibs is %;o o 0 1 r� r r 5r. �a /i ¢ /� x CO F = I J r = CC fiiiiiii. Ip vip w � z N H Q F4 I;% Ibs / Ibs :i iJ i I a :5:^�33 ¢ ;_� j ¢Q T SkrFr ii / Ikwn i1IIw� ?I pEli Ln ¢? F q >>, I�;%;';'' m�� rrr [nn >d^ I( �—';fIIF( — I �¢Ed a o SHELF:? W "_r','_r'.,':;; F �.',/ Ihs lb / �•• �— W W = Eiiiiiiiii'v r'":.$KF+�/)-,ia {/,•�(j�..9 H I�;....... �I [If J� c=s _ ,Ibs, W w %%O a" %99 }W x 00 rr;%ii/ = �:o:..;�� o �.� O I SHELF x p i'.J t�i9 v�U F �JbS— iJk29_i w I r4 w W U,'Co ;L I a II = LLJ %'so �'s I v O x v)v rGr:� x U W I�'Gw G W :�I L�a c7 Ft = G%% fib/' E%;�.....�' I Q¢ rGi /, `i p W I G%x na pj X z F x Ibs j Ibs i" iiiii: �'Nil f„ f;.� I %ssyl ANCHOR ANCHOR CL DEPTH CL DEPTH ANCHOR CL ANCHOR CL HALF GONDOLA HALF GONDOLA DEPTH DEPTH SIDE VIEW PLAN VIEW SIDE VIEW PLAN VIEW Base Shear, RMI, sect. 2.6.2: V=(Cs)(Ip)(WS) CSIP, CS based on frame height and 1p= 1.0 or 1.5 with Public Access Ws=(0.67(PLRF)(PL))+ DL PLRF= 1.0,for Cross-Aisle frames PL=(0.67)PL,for RMI, sect.2.6.9(1),ASCE 7, 15.5.3.3.2(a) Overturning Stability: (1.0)PL,for RMI,sect. 2.6.9(2),ASCE 7, 15.5.3.3.2(b) Center of Mass(CM)of Product Load (PL)is typically 6"above the shelf or(1/2)(Shelf height, HI)when shelf height is< 12". F,t=t..o, is set at a Service Load level using V=(0.7)[CslPWs] Design Shelf Loads: Load Case#1: (2/3)PL,each shelf level RMI,sect.2.6.9(1)-ASCE 7,15.5.3.3.2(a) 9"Shelf =15 Ibs/shelf(Pharmacy) (,JX hX=YI (0.7V)(w.)(hj Ovrturn'g Resist'g 12"Shelf =50 Ibs/shelf (0.67)PL (wx)(hX) FwXhX MOm,Mor MOM,MRsr 15"-16"Shelf =50 Ibs/shelf(incl Apparel) w5 Y5 (ws)(YO F5 (F5)(Y5) w5(D/2) 18"-20"Shelf = 125 Ibs/shelf w4 y4 (w4)(y4) F4 (F4)(y4) w4(D/2) =50 Ibs/shelf(Apparel) w3 Y3 (w3)(Y3) F3 (F3)(Y3) w0/2) 24"+Shelf = 150 Ibs/shelf w2 Y2 (w2)M F2 (F2)(Y2) w2(D/2) = 100 Ibs/shelf(End Cap) wf yi (wi)(yl) F, (Fl)(yl) wl(D/2) =225 Ibs/shelf(Grocery) wu=DLframe Yu=Ht/2 (WO(Yu) Fu (Fu)(Yu) wu(D/2) 30"(HD TV)Shelf =75 Ibs/Shelf I(w,)(h,) y(F„+F;)=0.7V MorY(F)(y) Ms =1(w)(D/2) No.of Shelf Levels/Fixture Height(Ht): Load Case#2: (1.0)PL,top shelf level only RMI,sect.2.6.9(2)-ASCE 7,15.5.3.3.2(b)(4)Levels at Ht—48" (.,JX (0.7V)(w.)(hj Ovrturn'g Resist'g (5)Levels at 48"<Ht—90" hx—Y' w h Mom,M MOM,M (1.0)PL (wX)(hx) F X x oT Ftsr (7)Levels at Ht>90" w5 Y5 (w5)(Y5) F5 (F5)(Y5) W5(D/2) (4)Levels at"24W&"24X"(Full)=69"&81"(Top Shelf) wu=DLframe Yu=Ht/2 (wu)(Yu) Fu (Fu)(Yu) wu(D/2) (4)Levels at HD TV=96"(Top Shelf)(120"tall fixture) I(w,)(h,) 1(F„+F6)=0.7V Mo7=y(F)(y) Ms =1(w)(D12) (9)Levels at Pharmacy=84"("31RX"fixture) Factor Of Safety against Overturning at Load Case#1 , FOSOT= MRST/MOT FOSOT< 1.0;Anchor Bolts required for both Shear&Tension FOSOT>= 1.0;Anchor Bolts required for Shear only, no net uplift tension at base connection FOSOT>= 1.5; No Anchor Bolts required (Except for Half Gondola Frames per owner's requirements) Anchorage Connection Design Load Combinations: RMI,section 2.2-Strength Design RMI LC#7: (0.9-0.2SDS)DL+(0.9-0.2SDS)(0.67)PL-Q,(EL),for Load Case#1 Shear, Ruh= (00)V/2 (0.9-0.2SDS)DL+(0.9-0.2SDS)PL-00(EL),for Load Case#2 Tension, Ruv= [(()OMOr/0.7)-(0.9-0.2SDS)MRSTI/(FrameDepth) PROJECT NO: Sheet No: Of: JBAJOHNSTON 2401813757 4 82 PROJECT NAME: BURKHOLDER #3757 -Arlington, WA ASSOCIATES ABDE BY. DATE* 09/03/25 consulting structural engineers CHECKED BY: DATE: Racking Anchorage Design - Frame Load Diagram IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Base Shear, RMI,sect.2.6.2: FRAME V= (C')(Ip)(Ws) Cslp, CS based on frame height and Ip= 1.0 or 1.5 with Public Access DEPTH Ws=(0.67(PLRF)(PL))+ DL PL 1.0 for Cross-Aisle and Down-Aisle frames Fa PL= (0.67)PL for RMI,sect. 2.6.9(1),ASCE 7, 15.5.3.3.2(a) (1.0)PL for RMI,sect.2.6.9(2),ASCE 7, 15.5.3.3.2(b) Overturning Stability: =T;7-77- �� Center of Mass(CM)of Product Load (PL)is typically 20"above the shelf or(1/2)(Shelf height, H;)when shelf height is<40"(which is the assumed pallet height). F3 2 %;ice Ibs „ I Fx=1..n, is set at a Service Load level using V=(0.7)[CslpWs] Load Case#1: ((2/3)PL at each shelf level,RMI,sect.2.6.9(1),ASCE 7, 15.5.3.3.2(a)) Wx= (0.7V)(wx)(hx) Ovrturn'g Resist'g hx-y' Mom,M Mom,M (0.67)PL (wx)(hx) Jwxhx or RST FZ = i' W w F F w D/2 a Ya ( a)(Ya) xa ( xa)(Ya) a( ) W3 Y3 (W3)(Y3) Fx3 (Fx3)(Y3) W3(D/2) Ld W2 Y2 (W202) Fx2 (Fx2)(Y2) WS(D/2) Q WJ Yi (Wi)(Yi) Fx1 (FxJ)(Yt) WJ(D/2) i%' %�/i��� LI_ Wu=DLframe Yu=Ht/2 (WAY.) Fxu (Fxu)(Yu) Wu(D/2) ,I F J ry '���i i,, ' i, F(wx)lhx) F(FR,+Fx)=0.7V MOT=F(F)(Y) MRST=2(w)(D/2) = I, � s ;;i;I Load Case#2: ((1.0)PL at top shelf level only,RMI,sect.2.6.9(2),ASCE 7, 15.5.3.3.2(b)) Wx= (0.7V)(wx)(hx) Ovrturn'g Resist'g = . hx=YI 10PL W ,M , i ( ) ( x)(h x) �Wxhx MOM NOT Mom M RST IN I ANCHOR CL W4 Y4 (Wa)(M Fxa (Fxa)(Y4) Wa(D/2) 11 DEPTH (D) Wu=DLframe Yu=Ht/2 (WAYJ Fxu (Fxu)(Yu) Wu(D/2) SIDE VIEW E(w.)(hx) E(Fx,+Fx)--0.7V MoT=F(F)(Y) MRST=E(w)(D/2) Factor Of Safety against Overturning at Load Case#1 , FOSOT= MRST/MOT FOSOT<1.0;Anchor Bolts required for both Shear&Tension FOSOT>= 1.0;Anchor Bolts required for Shear only,no net uplift tension at base connection FOSOT>= 1.5;Anchor Bolts required for Shear only for frames 96"tall and taller at sales floor area and for all frames taller than 48"in storage areas(non sales floor). Anchorage Connection Design Load Combinations: (RMI,section 2.2-Strength Design) RMI LC#6: (0.9-0.2SDS)DL+(0.9-0.2SDS)(0.67)PL-oo(EL),for Load Case#1 Shear,R"h= (oo)V/2 (0.9-0.2SDS)DL+(0.9-0.2SDS)PL-no(EL),for Load Case#2 Tension,Ru,= I(OoMOT/0.7)-(0.9-0.2SDS)MRSTI/(FrameDepth) Rack Frame Member Design Load Combinations: (RMI,section 2.2-Strength Design) RMI LC#1: 1.41DL+ 1.2PL Redundancy factor,p= 1.0 <-SDC"A"/"B"/"C", RMI, sect.2.6.2.1 RMI LC#2: 1.21DL+ 1.4PL 1.3 <-SDC"D"/"E"/"F", RMI, sect.2.6.2.1 RMI LC#5: (1.2+0.2SDS)DL+(0.85+0.2SDS)(0.67)(3PL+pEL,for Load Case#1 [i=0.7 RMI,sect. 2.1 (1.2+0.2SDS)DL+(0.85+0.2SDS)RPL+pEL,for Load Case#2 RMI LC#7: (0.9-0.2SDS)DL+(0.9-0.2SDS)(0.67)PL-pEL,for Load Case#1 (0.9-0.2SDS)DL+(0.9-0.2SDS)PL-pEL,for Load Case#2 Rack Framing Member Design: (RMI,section 6.3) Per RMI/ANSI/MH16.1,effective lengths may be determined by rational methods consistent with AISI or AISC. AISC Design by Second-Order Analysis,Section C2.2a is used. Notional loads are applied to gravity load cases and K=1.0 is used since the ratio of second-order drift to first-order drift(P-S)/(P-A)< 1.1. JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 5 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 48"Tall "R"4 Level 18R IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No WIDTH SHELF Total Load per shelf= 125lbs DEPTH #of Levels=Wall 4 Level Uniform Weight per level=20.83 psf/shelf Weight of Unit= 100 Ibs Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) Shelf depth= 18 in Shelf Load/Level h9= 0in h6= 0in h7= 0in h6= 0in = _ h5= 0in h4= 14 in 125 Ibs h3= 14 in 125 Ibs N h2= 14 in 125 Ibs = h1= 6 in 125 Ibs Total Shelf Height,H,= 48 in Unit Height,H.= 48 in } � Unit Base Depth,D= 11 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 324.5 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 183.8 Ibs Base Shear,V=CslpWs= 92.8 Ibs Base Shear,V=CslpWs= 52.6 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs each level. Fq= 21.8 Ibs @ 54 in(CM) F4= 27.1 Ibs @ 54in(CM) F3= 16.2 Ibs @ 40 in(CM) F3= 0.0 Ibs F2= 10.5 Ibs @ 26 in(CM) F2= 0.0 Ibs F1= 4.9 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 11.6 Ibs @ 24 in(CM) F.= 9.7 Ibs @ 24in(CM) Ef;= 92.8 Ibs (@ Factored Loads) Efi= 52.6 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 2437 in-Ibs MOT= 1698 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRST MRST= 2383 in-Ibs MRST= 1238 in-Ibs Factor of Safety Factor of Safety FOS= 0.978 FOS= 0.729 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 32 Ibs 18 Ibs 4 PLACE STRAP AT R"= 5lbs (Uplift) 42lbs (Uplift) °< EACH END FRAME AT Overturning FOS= 0.978 <1.5--ABs Reqd 0.729 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS=96lbs 12.953>=1.5 OK 62lbs/3.345>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Ruh)= 93 Ibs 53 Ibs a a PER STRAP, TYP/UNO. Net Uplift(R,,,,)= 471 Ibs 357 Ibs Overturning+Gravity(Pu)= 791 Ibs 459 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 471 Ibs 357 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.275 OK 0.208 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 93 Ibs 53 Ibs Max shear stress ratio(VSR)= 0.075 OK 0.042 OK Combined shear and tension stress ratio(TSR+VSR)= 0.350 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 18R-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 6 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 48"Tall "R"4 Level 18R IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Ps)= 791 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs °------= VAVn= 0.087<1.0O.K. �b0 °. (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 428 Ibs wl TotalEquly.Uniform load -3 rJ Area reqd.for bearing(A,eQd)= 0.29 ft2 "b"distance= 6.41 in ft 7 Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • ." S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 19 lb/in/in anau V Mr (at deflected and) e M.=w,L2/3=(w)[(b-(2"))/2)z]/3= 31.20 in-lb/in-Defl.End M1=16 in-lb/in w M,/V MM= 0.044<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 11 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 7.8 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1559 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 72938 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 2437 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 75321 in*Ibs ~ Total Overturning FOS= 30.913 OK Q7 Q Load Combination#2: MoT= 1698 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 74175 in*Ibs __________ _- Total Overturning FOS= 43.690 OK ----""--"' -'-'--- 18R-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 7 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 54"Tall "S" 5 Level 18S IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor hell= 5l WIDTH DEPTH Total Load per shelf= 125 Ibs #of Levels=Wall 5 Level Uniform Weight per level=20.83 psf/shelf Weight of Unit= 100 Ibs n Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 18 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 12 in 125 Ibs = h4= 12 in 125 Ibs h3= 12 in 125 Ibs h2= 12 in 125 Ibs N S h1= 6 in 125 Ibs Total Shelf Height,H,= 54 in Unit Height,H.= 54 in Unit Base Depth,D= 11 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 380.6 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 183.8 Ibs Base Shear,V=CslpWs= 108.9 Ibs Base Shear,V=CslpWs= 52.6 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 21.5 Ibs @ 60 in(CM) F5= 27.1 Ibs @ 60in(CM) each level. Fq= 17.2 Ibs @ 48 in(CM) F4= 0.0 Ibs F3= 12.9 Ibs @ 36 in(CM) F3= 0.0 Ibs F2= 8.6 Ibs @ 24 in(CM) F2= 0.0 Ibs F1= 4.3 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 11.6 Ibs @ 27 in(CM) F.= 9.7 Ibs @ 27in(CM) Ef;= 108.9 Ibs (@ Factored Loads) Efi= 52.6 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 3157 in-Ibs MOT= 1887 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 2842 in-Ibs MRST= 1238 in-Ibs Factor of Safety Factor of Safety FOS= 0.900 FOS= 0.656 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 38 Ibs 18 Ibs PLACE STRAP AT R"= 291bs (Uplift) 591bs (Uplift) °< EACH END FRAME AT Overturning FOS= 0.900 <1.5--ABs Reqd 0.656 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS= 119lbs 13.131>=1.5 OK 66lbs/3.578>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Ruh)= 109 Ibs 53 Ibs a a PER STRAP, TYP/UNO. Net Uplift(R,,,,)= 627 Ibs 406 Ibs Overturning+Gravity(Pu)= 993 Ibs 496 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 627 Ibs 406 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.366 OK 0.237 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 109 Ibs 53 Ibs Max shear stress ratio(VSR)= 0.088 OK 0.042 OK Combined shear and tension stress ratio(TSR+VSR)= 0.454 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 18S-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 8 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 54"Tall "S" 5 Level 18S IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Ps)= 993 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs °------= VAVn= 0.109<1.0O.K. �b0 °. (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 529 Ibs wl TotalEquly.Uniform load -3 rJ Area reqd.for bearing(A,eQd)= 0.35 ft2 "b"distance= 7.13 in ft 7 Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • ." S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 20 lb/in/in anau V Mr (at deflected and) e M =w,L2/3=(w)[(b-(2"))/2)z]/3= 42.82 in-lb/in-Defl.End M1=22 in-lb/in w M,/V MM= 0.060<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 11 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 7.8 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1559 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 72938 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 3157 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 75779 in*Ibs ~ Total Overturning FOS= 24.004 OK Q7 Q Load Combination#2: MoT= 1887 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 74175 in*Ibs __________ _- Total Overturning FOS= 39.315 OK ----""-'"' _ -'-'--- 18S-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 9 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 60"Tall "T"5 Level 18T IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor hell= 5l WIDTH DEPTH Total Load per shelf= 125 Ibs #of Levels=Wall 5 Level Uniform Weight per level=20.83 psf/shelf Weight of Unit= 100 Ibs n Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 18 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 13.5 in 125 Ibs = h4= 13.5 in 125 Ibs h3= 13.5 in 125 Ibs h2= 13.5 in 125 Ibs N S h1= 6 in 125 Ibs Total Shelf Height,H,= 60 in Unit Height,H.= 60 in Unit Base Depth,D= 11 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 380.6 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 183.8 Ibs Base Shear,V=CslpWs= 108.9 Ibs Base Shear,V=CslpWs= 52.6 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 21.8 Ibs @ 66 in(CM) F5= 27.0 Ibs @ 66in(CM) each level. Fq= 17.3 Ibs @ 52.5 in(CM) F4= 0.0 Ibs F3= 12.9 Ibs @ 39 in(CM) F3= 0.0 Ibs F2= 8.4 Ibs @ 25.5 in(CM) F2= 0.0 Ibs F1= 4.0 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 11.8 Ibs @ 30 in(CM) F.= 9.8 Ibs @ 30in(CM) Ef;= 108.9 Ibs (@ Factored Loads) Efi= 52.6 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 3468 in-Ibs MOT= 2076 in-Ibs Calculate Resisting Moment(Service),MIST Calculate Resisting Moment(Service),MRST MRST= 2842 in-Ibs MRST= 1238 in-Ibs Factor of Safety Factor of Safety FOS= 0.819 FOS= 0.596 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 38 Ibs 18 Ibs PLACE STRAP AT R"= 571bs (Uplift) 761bs (Uplift) °< EACH END FRAME AT Overturning FOS= 0.819 <1.5--ABs Reqd 0.596 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS= 126lbs 13.316>=1.5 OK 70lbs/3.812>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Ruh)= 109 Ibs 53 Ibs a a PER STRAP, TYP/UNO. Net Uplift(R,,,,)= 708 Ibs 455 Ibs Overturning+Gravity(Pu)= 1053 Ibs 533 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 708 Ibs 455 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.413 OK 0.266 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 109 Ibs 53 Ibs Max shear stress ratio(VSR)= 0.088 OK 0.042 OK Combined shear and tension stress ratio(TSR+VSR)= 0.501 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 18T-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 10 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 60"Tall "T"5 Level 18T IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Ps)= 1053 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs °------= VAVn= 0.116<1.0O.K. �b0 °. (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 550 Ibs wl Total Equiv.Uniform load -3 rJ Area reqd.for bearing(A,eQd)= 0.37 ft' R-V �w7 "b"distance= 7.27 in R Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • arx S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 20 lb/in/in anau V Mr (at deflected and) e M.=w,L2/3=(w)[(b-(2"))/2)z]/3= 46.09 in-lb/in-Defl.End M1=24 in-lb/in w M,/V MM= 0.065<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 11 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 7.8 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1559 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 72938 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 3468 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 75779 in*Ibs ~ Total Overturning FOS= 21.851 OK Q7 Q Load Combination#2: MoT= 2076 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 74175 in*Ibs ______-___ Total Overturning FOS= 35.735 OK ----""--"' --'-- 18T-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 11 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 78"Tall "V" 5 Level 18V IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor hell= 5l WIDTH DEPTH Total Load per shelf= 125 Ibs #of Levels=Wall 5 Level Uniform Weight per level=20.83 psf/shelf Weight of Unit= 100 Ibs n Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 18 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 18 in 125 Ibs = h4= 18 in 125 Ibs h3= 18 in 125 Ibs h2= 18 in 125 Ibs N S h1= 6 in 125 Ibs Total Shelf Height,H,= 78 in Unit Height,H.= 78 in Unit Base Depth,D= 11 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 380.6 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 183.8 Ibs Base Shear,V=CslpWs= 108.9 Ibs Base Shear,V=CslpWs= 52.6 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 22.3 Ibs @ 84 in(CM) F5= 26.8 Ibs @ 84in(CM) each level. F4= 17.6 Ibs @ 66 in(CM) F4= 0.0 Ibs F3= 12.8 Ibs @ 48 in(CM) F3= 0.0 Ibs F2= 8.0 Ibs @ 30 in(CM) F2= 0.0 Ibs F1= 3.2 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 12.4 Ibs @ 39 in(CM) F.= 10.0 Ibs @ 39in(CM) Ef;= 108.9 Ibs (@ Factored Loads) Efi= 52.6 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 4409 in-Ibs MOT= 2643 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRST MRST= 2842 in-Ibs MRST= 1238 in-Ibs Factor of Safety Factor of Safety FOS= 0.645 FOS= 0.468 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 38 Ibs 18 Ibs PLACE STRAP AT R"= 1421bs (Uplift) 1281bs (Uplift) °< EACH END FRAME AT Overturning FOS= 0.645 <1.5--ABs Reqd 0.468 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS=148lbs 13.877>=1.5 OK 83lbs/4.512>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Ruh)= 109 Ibs 53 Ibs a a PER STRAP, TYP/UNO. Net Uplift(R,,,,)= 952 Ibs 602 Ibs Overturning+Gravity(Pu)= 1236 Ibs 643 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 952 Ibs 602 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.556 OK 0.352 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 109 Ibs 53 Ibs Max shear stress ratio(VSR)= 0.088 OK 0.042 OK Combined shear and tension stress ratio(TSR+VSR)= 0.644 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 18V-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 12 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 78"Tall "V" 5 Level 18V IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Ps)= 1236 Ibs r—�— ----- ---� Slab Concrete f Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs ° ---= VAVn= 0.136<1.0 O.K. �b0 ° (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 614 Ibs wl Total Equiv.Uniform load -3 rJ Area reqd.for bearing(A,eQd)= 0.41 ft' R-V �w7 "b"distance= 7.68 in R Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • arx S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 21 lb/in/in anau V Mr (at deflected and) e M.=w,L2/3=(w)[(b-(2"))/2)z]/3= 56.33 in-lb/in-Defl.End M1=29 in-lb/in w M,/V MM= 0.079<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 11 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 7.8 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1559 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 72938 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 4409 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 75779 in*Ibs ~ Total Overturning FOS= 17.188 OK Q7 Q Load Combination#2: MoT= 2643 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 74175 in*Ibs ______-___ _ Total Overturning FOS= 28.066 OK ----""--"' _ ----- 18V-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 13 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 84"Tall "3"5 Level 18-3 IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor No WIDTH DEPTH Total Load per shelfhell== 50 Ibs #of Levels=Wall 5 Level Uniform Weight per level=8.33 psf/shelf Weight of Unit= 100 Ibs n Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 18 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 20 in 50 Ibs = h4= 19 in 50 Ibs h3= 20 in 50 Ibs h2= 19 in 50 Ibs N S h1= 6 in 50 Ibs Total Shelf Height,H,= 84 in Unit Height,H.= 84 in Unit Base Depth,D= 11 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 212.2 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 133.5 Ibs Base Shear,V=CslpWs= 60.7 Ibs Base Shear,V=CslpWs= 38.2 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 10.1 Ibs @ 90 in(CM) F5= 13.8 Ibs @ 90in(CM) each level. Fq= 7.8 Ibs @ 70 in(CM) F4= 0.0 Ibs F3= 5.7 Ibs @ 51 in(CM) F3= 0.0 Ibs F2= 3.5 Ibs @ 31 in(CM) F2= 0.0 Ibs F1= 1.3 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 14.0 Ibs @ 42 in(CM) F.= 12.9 Ibs @ 42in(CM) Ef;= 60.7 Ibs (@ Factored Loads) Efi= 38.2 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 2462 in-Ibs MOT= 1787 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 1467 in-Ibs MRST= 825 in-Ibs Factor of Safety Factor of Safety FOS= 0.596 FOS= 0.462 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 21 Ibs 13 Ibs PLACE STRAP AT R"= 901bs (Uplift) 871bs (Uplift) °< EACH END FRAME AT Overturning FOS= 0.596 <1.5--ABs Reqd 0.462 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS=82lbs 13.881>=1.5 OK 57lbs/4.286>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Run)= 61 Ibs 38 Ibs a a PER STRAP, TYP/UNO. Net Uplift(R,,,,)= 540 Ibs 408 Ibs Overturning+Gravity(Pu)= 670 Ibs 439 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.b9= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 540 Ibs 408 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.315 OK 0.238 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�V_= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 61 Ibs 38 Ibs Max shear stress ratio(VSR)= 0.049 OK 0.031 OK Combined shear and tension stress ratio(TSR+VSR)= 0.364 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 18-3 - Half T-Frame JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 14 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 84"Tall "Y 5 Level 18-3 IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Ps)= 670 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs ° ---= VAVn= 0.074<1.0 O.K. �b0 ° (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 326 Ibs wl TotalEquly.Uniform load -3 rJ Area reqd.for bearing(A,eQd)= 0.22 ft2 "b"distance= 5.59 in ft 7 Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • ." S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 21 lb/in/in anau V Mr (at deflected and) e M =w,L2/3=(w)[(b-(2"))/2)z]/3= 23.05 in-lb/in-Defl.End M1=12 in-lb/in w M,/�MM= 0.032<1.0 O.K. .aaz71 Mx �!W��Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 11 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 7.8 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1559 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 72938 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 2462 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 74404 in*Ibs ~ Total Overturning FOS= 30.224 OK Q7 Q Load Combination#2: MoT= 1787 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 73763 in*Ibs ______ Total Overturning FOS= 41.281 OK ------------------------- - 18-3 - Half T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 15 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 120"Tall "FW"3 Level 18FW IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor(Y/N): No WIDTH DEPTH Total Load per shelf= 50 Ibs #of Levels=Wall 3 Level-FW Uniform Weight per level=8.33 psf/shelf Weight of Unit= 100 Ibs Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) Shelf depth= 18 in Shelf Load/Level h9= 0in h6= 0in h7= 0in = _ h6= 0in h5= 0in = h4= 0in h3= 66 in 50 Ibs h2= 12 in 50 Ibs 2 h1= 6 in 50 Ibs Total Shelf Height,H,= 84 in Unit Height,H.= 120 in = Unit Base Depth,D= 11 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 167.3 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 133.5 Ibs Base Shear,V=CslpWs= 47.9 Ibs Base Shear,V=CslpWs= 38.2 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs each level. Fq= 0.0 Ibs @ 0 in(CM) F4= 0.0 Ibs F3= 9.9 Ibs @ 90 in(CM) F3= 11.5 Ibs @ 90in(CM) F2= 2.6 Ibs @ 24 in(CM) F2= 0.0 Ibs F1= 1.3 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 19.7 Ibs @ 60 in(CM) F.= 15.3 Ibs @ 60in(CM) Ef;= 47.9 Ibs (@ Factored Loads) Efi= 38.2 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 2149 in-Ibs MOT= 1948 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 1100 in-Ibs MRST= 825 in-Ibs Factor of Safety Factor of Safety FOS= 0.512 FOS= 0.423 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 17 Ibs 13 Ibs PLACE STRAP AT R"= 951bs (Uplift) 1021bs (Uplift) °< EACH END FRAME AT Overturning FOS= 0.512 <1.5--ABs Reqd 0.423 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS=70lbs 14.163>=1.5 OK 61lbs/4.56>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Ruh)= 48 Ibs 38 Ibs a a PER STRAP, TYP/UNO. Net Uplift(R,,,,)= 484 Ibs 450 Ibs Overturning+Gravity(Pu)= 559 Ibs 470 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 484 Ibs 450 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.282 OK 0.263 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 48 Ibs 38 Ibs Max shear stress ratio(VSR)= 0.039 OK 0.031 OK Combined shear and tension stress ratio(TSR+VSR)= 0.321 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 18FW - Half T-Frame JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 16 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 120"Tall "FW"3 Level 18FW IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Ps)= 559 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs ° ---= VAVn= 0.062<1.0 O.K. �b0 ° (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 263 Ibs wl TotalEquly.Uniform load -3 rJ Area reqd.for bearing(A,eQd)= 0.18 ft2 "b"distance= 5.02 in ft 7 Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • ." S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 22 lb/in/in anau V Mr (at deflected and) e M =w,L2/3=(w)[(b-(2"))/2)z]/3= 16.88 in-lb/in-Defl.End M1=9 in-lb/in w M,/�MM= 0.024<1.0 O.K. .aaz71 Mx �!W��Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 11 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 7.8 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1559 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 72938 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 2149 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 74038 in*Ibs ~ Total Overturning FOS= 34.447 OK Q7 Q Load Combination#2: MoT= 1948 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 73763 in*Ibs Total Overturning FOS= 37.864 OK ----"""-"' - ----- 18FW - Half T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 17 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 48"Tall "R"4 Level 24R IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No WIDTH SHELF Total Load per shelf= 150lbs DEPTH #of Levels=Wall 4 Level Uniform Weight per level= 18.75 psf/shelf Weight of Unit= 100 Ibs Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) Shelf depth= 24 in Shelf Load/Level h9= 0in h6= 0in h7= 0in h6= 0in = _ h5= 0in h4= 14 in 150 Ibs h3= 14 in 150 Ibs N h2= 14 in 150 Ibs = h1= 6 in 150 Ibs Total Shelf Height,H,= 48 in Unit Height,H.= 48 in } � Unit Base Depth,D= 15 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 369.3 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 200.5 Ibs Base Shear,V=CslpWs= 105.7 Ibs Base Shear,V=CslpWs= 57.4 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs each level. Fq= 25.6 Ibs @ 54 in(CM) F4= 31.0 Ibs @ 54in(CM) F3= 19.0 Ibs @ 40 in(CM) F3= 0.0 Ibs F2= 12.3 Ibs @ 26 in(CM) F2= 0.0 Ibs F1= 5.7 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 11.3 Ibs @ 24 in(CM) F.= 9.2 Ibs @ 24in(CM) Ef;= 105.7 Ibs (@ Factored Loads) Efi= 57.4 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 2804 in-Ibs MOT= 1893 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 3750 in-Ibs MRST= 1875 in-Ibs Factor of Safety Factor of Safety FOS= 1.337 FOS= 0.990 NO UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 37 Ibs 20 Ibs as PLACE STRAP AT R�= 0 Ibs (No Uplift) 1 Ibs (Uplift) tf') EACH END FRAME AT Overturning FOS= 1.337 <1.5--ABs Reqd 0.990 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS=93lbs 12.512>=1.5 OK 57lbs/2.82>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Ruh)= 106 Ibs 57 Ibs a a PER STRAP, TVP/UNO. Net Uplift(R,,,,)= 0 Ibs 267 Ibs Overturning+Gravity(Pu)= 767 Ibs 412 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 0 Ibs 267 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.000 OK 0.156 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 106 Ibs 57 Ibs Max shear stress ratio(VSR)= 0.085 OK 0.046 OK Combined shear and tension stress ratio(TSR+VSR)= 0.202 <1.2 OK-LC#2(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 24R-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 18 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 48"Tall "R"4 Level 24R IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Ps)= 767 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs ° ---= VAVn= 0.084<1.0 O.K. �b0 ° (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 443 Ibs wl Total Equiv.Uniform load -3 rJ Area reqd.for bearing(A,eQd)= 0.30 ft' R-V �w7 "b"distance= 6.52 in R Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • arx S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 18 lb/in/in anau V Mr (at deflected and) e M.=w,L2/3=(w)[(b-(2"))/2)z]/3= 30.72 in-lb/in-Defl.End M1=16 in-lb/in w M,/V MM= 0.043<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 15 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 8.1 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1626 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 79308 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 2804 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 83058 in*Ibs ~ Total Overturning FOS= 29.619 OK Q7 Q Load Combination#2: MoT= 1893 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 81183 in*Ibs Total Overturning FOS= 42.883 OK ------------------------- - 24R-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 19 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 66"Tall "U"5 Level 24U IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor hell= 0l WIDTH DEPTH Total Load per shelf= 150 Ibs #of Levels=Wall 5 Level Uniform Weight per level= 18.75 psf/shelf Weight of Unit= 100 Ibs n Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 24 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 15 in 150 Ibs = h4= 15 in 150 Ibs h3= 15 in 150 Ibs h2= 15 in 150 Ibs N S h1= 6 in 150 Ibs Total Shelf Height,H,= 66 in Unit Height,H.= 66 in Unit Base Depth,D= 15 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 436.7 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 200.5 Ibs Base Shear,V=CslpWs= 124.9 Ibs Base Shear,V=CslpWs= 57.4 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 25.9 Ibs @ 72 in(CM) F5= 30.8 Ibs @ 72in(CM) each level. Fq= 20.5 Ibs @ 57 in(CM) F4= 0.0 Ibs F3= 15.1 Ibs @ 42 in(CM) F3= 0.0 Ibs F2= 9.7 Ibs @ 27 in(CM) F2= 0.0 Ibs F1= 4.3 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 11.8 Ibs @ 33 in(CM) F.= 9.4 Ibs @ 33in(CM) Ef;= 124.9 Ibs (@ Factored Loads) Efi= 57.4 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 4377 in-Ibs MOT= 2525 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 4500 in-Ibs MRST= 1875 in-Ibs Factor of Safety Factor of Safety FOS= 1.028 FOS= 0.743 NO UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 44 Ibs 20 Ibs as PLACE STRAP AT R�= 0 Ibs (No Uplift) 43 Ibs (Uplift) tf') EACH END FRAME AT Overturning FOS= 1.028 <1.5--ABs Reqd 0.743 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS=128lbs 12.916>=1.5 OK 67lbs/3.344>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Ruh)= 125 Ibs 57 Ibs a a PER STRAP, TVP/UNO. Net Uplift(R,,,,)= 0 Ibs 387 Ibs Overturning+Gravity(Pu)= 1066 Ibs 502 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 0 Ibs 387 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.000 OK 0.226 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 125 Ibs 57 Ibs Max shear stress ratio(VSR)= 0.101 OK 0.046 OK Combined shear and tension stress ratio(TSR+VSR)= 0.273 <1.2 OK-LC#2(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 24U-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 20 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 66"Tall "U"5 Level 24U IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Pu)= 1066 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs °------= VAVn= 0.117<1.0O.K. �b0 °. (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 584 Ibs wl Total Equiv.Uniform load -3 rJ Area reqd.for bearing(A,a,d)= 0.39 ft' R-V �w7 "b"distance= 7.49 in R Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • arx S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Arend= 19 lb/in/in anau V Mr (at deflected and) e M.=waL2/3=(w)[(b-(2"))/2)z]/3= 47.72 in-lb/in-Defl.End M1=24 in-lb/in w M,/V Mn= 0.067<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 15 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 8.1 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1626 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s,ab)=P„n,*L,/2= 79308 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 4377 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(slab)= 83808 in*Ibs ~ Total Overturning FOS= 19.146 OK Q7 Q Load Combination#2: MoT= 2525 in*Ibs (� MRST(Rwk) + MRSTNIab)= 81183 in*Ibs Total Overturning FOS= 32.154 OK ----"""-"' - ----- 24U-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 21 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 60"Tall "T"5 Level 24T IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor hell= 0l WIDTH DEPTH Total Load per shelf= 150 Ibs #of Levels=Wall 5 Level Uniform Weight per level= 18.75 psf/shelf Weight of Unit= 100 Ibs n Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 24 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 13.5 in 150 Ibs = h4= 13.5 in 150 Ibs h3= 13.5 in 150 Ibs h2= 13.5 in 150 Ibs N S h1= 6 in 150 Ibs Total Shelf Height,H,= 60 in Unit Height,H.= 60 in Unit Base Depth,D= 15 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 436.7 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 200.5 Ibs Base Shear,V=CslpWs= 124.9 Ibs Base Shear,V=CslpWs= 57.4 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 25.7 Ibs @ 66 in(CM) F5= 30.8 Ibs @ 66in(CM) each level. Fq= 20.4 Ibs @ 52.5 in(CM) F4= 0.0 Ibs F3= 15.2 Ibs @ 39 in(CM) F3= 0.0 Ibs F2= 9.9 Ibs @ 25.5 in(CM) F2= 0.0 Ibs F1= 4.7 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 11.6 Ibs @ 30 in(CM) F.= 9.3 Ibs @ 30in(CM) Ef;= 124.9 Ibs (@ Factored Loads) Efi= 57.4 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 4015 in-Ibs MOT= 2314 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 4500 in-Ibs MRST= 1875 in-Ibs Factor of Safety Factor of Safety FOS= 1.121 FOS= 0.810 NO UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 44 Ibs 20 Ibs as PLACE STRAP AT R�= 0 Ibs (No Uplift) 29 Ibs (Uplift) tf') EACH END FRAME AT Overturning FOS= 1.121 <1.5--ABs Reqd 0.810 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS=122lbs 12.779>=1.5 OK 64lbs/3.169>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Ruh)= 125 Ibs 57 Ibs a a PER STRAP, TVP/UNO. Net Uplift(R,,,,)= 0 Ibs 347 Ibs Overturning+Gravity(Pu)= 1014 Ibs 472 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 0 Ibs 347 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.000 OK 0.203 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 125 Ibs 57 Ibs Max shear stress ratio(VSR)= 0.101 OK 0.046 OK Combined shear and tension stress ratio(TSR+VSR)= 0.249 <1.2 OK-LC#2(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 24T-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 22 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 60"Tall "T"5 Level 24T IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Pu)= 1014 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs °------= VAVn= 0.112<1.0O.K. �b0 °. (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 566 Ibs wl Total Equiv.Uniform load -3 rJ Area reqd.for bearing(A,a,d)= 0.38 ft' R-V �w7 "b"distance= 7.37 in R Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • arx S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Arend= 19 lb/in/in anau V Mr (at deflected and) e M.=waL2/3=(w)[(b-(2"))/2)z]/3= 44.87 in-lb/in-Defl.End M1=23 in-lb/in w M,/V Mn= 0.063<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 15 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 8.1 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1626 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s,ab)=P„n,*L,/2= 79308 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 4015 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(slab)= 83808 in*Ibs ~ Total Overturning FOS= 20.872 OK Q7 Q Load Combination#2: MoT= 2314 in*Ibs (� MRST(Rwk) + MRSTNIab)= 81183 in*Ibs Total Overturning FOS= 35.080 OK -"'__ -- -'-'--- 24T-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 23 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 78"Tall "V" 5 Level 24V IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor hell= 0l WIDTH DEPTH Total Load per shelf= 150 Ibs #of Levels=Wall 5 Level Uniform Weight per level= 18.75 psf/shelf Weight of Unit= 100 Ibs n Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 24 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 18 in 150 Ibs = h4= 18 in 150 Ibs h3= 18 in 150 Ibs h2= 18 in 150 Ibs N S h1= 6 in 150 Ibs Total Shelf Height,H,= 78 in Unit Height,H.= 78 in Unit Base Depth,D= 15 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 436.7 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 200.5 Ibs Base Shear,V=CslpWs= 124.9 Ibs Base Shear,V=CslpWs= 57.4 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 26.4 Ibs @ 84 in(CM) F5= 30.7 Ibs @ 84in(CM) each level. F4= 20.7 Ibs @ 66 in(CM) F4= 0.0 Ibs F3= 15.1 Ibs @ 48 in(CM) F3= 0.0 Ibs F2= 9.4 Ibs @ 30 in(CM) F2= 0.0 Ibs F1= 3.8 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 12.2 Ibs @ 39 in(CM) F.= 9.5 Ibs @ 39in(CM) Ef;= 124.9 Ibs (@ Factored Loads) Efi= 57.4 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 5105 in-Ibs MOT= 2946 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 4500 in-Ibs MRST= 1875 in-Ibs Factor of Safety Factor of Safety FOS= 0.882 FOS= 0.636 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 44 Ibs 20 Ibs PLACE STRAP AT R"= 401bs (Uplift) 71 Ibs (Uplift) °< EACH END FRAME AT Overturning FOS= 0.882 <1.5--ABs Reqd 0.636 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS= 140lbs 13.194>=1.5 OK 74lbs/3.694>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Ruh)= 125 Ibs 57 Ibs a a PER STRAP, TYP/UNO. Net Uplift(R,,,,)= 748 Ibs 468 Ibs Overturning+Gravity(Pu)= 1169 Ibs 562 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 748 Ibs 468 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.437 OK 0.273 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 125 Ibs 57 Ibs Max shear stress ratio(VSR)= 0.101 OK 0.046 OK Combined shear and tension stress ratio(TSR+VSR)= 0.538 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 24V-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 24 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 78"Tall "V" 5 Level 24V IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Pu)= 1169 Ibs r—�— ----- ---� Slab Concrete f Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs °------= VAVn= 0.129<1.0O.K. �b0 °. (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 621 Ibs wl TotalEquly.Uniform load -3 rJ Area reqd.for bearing(A,a,d)= 0.41 ft2 "b"distance= 7.72 in ft 7 Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • .ant S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Arend= 20 lb/in/in anau V Mr (at deflected and) e M.=waL2/3=(w)[(b-(2"))/2)z]/3= 53.49 in-lb/in-Defl.End M1=27 in-lb/in w M,/V Mn= 0.075<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 15 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 8.1 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1626 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s,ab)=P„n,*L,/2= 79308 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 5105 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(slab)= 83808 in*Ibs ~ Total Overturning FOS= 16.417 OK Q7 Q Load Combination#2: MoT= 2946 in*Ibs (� MRST(Rwk) + MRSTNIab)= 81183 in*Ibs Total Overturning FOS= 27.556 OK -"' -- -'-'--- ---------------------------------------------------- 24V-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 25 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 84"Tall "W" 5 Level 24W IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor hell= 0l WIDTH DEPTH Total Load per shelf= 150 Ibs #of Levels=Wall 5 Level Uniform Weight per level= 18.75 psf/shelf Weight of Unit= 100 Ibs n Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 24 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 20 in 150 Ibs = h4= 19 in 150 Ibs h3= 20 in 150 Ibs h2= 19 in 150 Ibs N S h1= 6 in 150 Ibs Total Shelf Height,H,= 84 in Unit Height,H.= 84 in Unit Base Depth,D= 15 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 436.7 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 200.5 Ibs Base Shear,V=CslpWs= 124.9 Ibs Base Shear,V=CslpWs= 57.4 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 26.6 Ibs @ 90 in(CM) F5= 30.6 Ibs @ 90in(CM) each level. Fq= 20.7 Ibs @ 70 in(CM) F4= 0.0 Ibs F3= 15.1 Ibs @ 51 in(CM) F3= 0.0 Ibs F2= 9.2 Ibs @ 31 in(CM) F2= 0.0 Ibs F1= 3.5 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 12.4 Ibs @ 42 in(CM) F.= 9.5 Ibs @ 42in(CM) Ef;= 124.9 Ibs (@ Factored Loads) Efi= 57.4 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 5459 in-Ibs MOT= 3157 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 4500 in-Ibs MRST= 1875 in-Ibs Factor of Safety Factor of Safety FOS= 0.824 FOS= 0.594 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 44 Ibs 20 Ibs PLACE STRAP AT R"= 641bs (Uplift) 851bs (Uplift) °< EACH END FRAME AT Overturning FOS= 0.824 <1.5--ABs Reqd 0.594 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS= 146lbs 13.329>=1.5 OK 78lbs/3.869>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Ruh)= 125 Ibs 57 Ibs a a PER STRAP, TYP/UNO. Net Uplift(R,,,,)= 816 Ibs 508 Ibs Overturning+Gravity(Pu)= 1220 Ibs 592 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 816 Ibs 508 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.476 OK 0.296 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 125 Ibs 57 Ibs Max shear stress ratio(VSR)= 0.101 OK 0.046 OK Combined shear and tension stress ratio(TSR+VSR)= 0.577 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 24W-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 26 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 84"Tall "W" 5 Level 24W IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Pu)= 1220 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs ° ---= VAVn= 0.134<1.0 O.K. �b0 ° (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 638 Ibs wl Total Equiv.Uniform load -3 rJ Area reqd.for bearing(A,a,d)= 0.43 ft' R-V �w7 "b"distance= 7.83 in R Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • arx S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Arend= 20 lb/in/in anau V Mr (at deflected and) e M.=waL2/3=(w)[(b-(2"))/2)z]/3= 56.34 in-lb/in-Defl.End M1=29 in-lb/in w M,/V Mn= 0.079<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 15 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 8.1 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1626 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s,ab)=P„n,*L,/2= 79308 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 5459 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(slab)= 83808 in*Ibs ~ Total Overturning FOS= 15.353 OK Q7 Q Load Combination#2: MoT= 3157 in*Ibs (� MRST(Rwk) + MRSTNIab)= 81183 in*Ibs Total Overturning FOS= 25.717 OK ------------------------- - "--- 24W-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 27 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 90"Tall "X"5 Level 24X IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor hell= 0l WIDTH DEPTH Total Load per shelf= 150 Ibs #of Levels=Wall 5 Level Uniform Weight per level= 18.75 psf/shelf Weight of Unit= 100 Ibs n Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 24 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 21 in 150 Ibs = h4= 21 in 150 Ibs h3= 21 in 150 Ibs h2= 21 in 150 Ibs N S h1= 6 in 150 Ibs Total Shelf Height,H,= 90 in Unit Height,H.= 90 in Unit Base Depth,D= 15 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 436.7 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 200.5 Ibs Base Shear,V=CslpWs= 124.9 Ibs Base Shear,V=CslpWs= 57.4 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 26.7 Ibs @ 96 in(CM) F5= 30.6 Ibs @ 96in(CM) each level. Fq= 20.8 Ibs @ 75 in(CM) F4= 0.0 Ibs F3= 15.0 Ibs @ 54 in(CM) F3= 0.0 Ibs F2= 9.2 Ibs @ 33 in(CM) F2= 0.0 Ibs F1= 3.3 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 12.4 Ibs @ 45 in(CM) F.= 9.6 Ibs @ 45in(CM) Ef;= 124.9 Ibs (@ Factored Loads) Efi= 57.4 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 5836 in-Ibs MOT= 3368 in-Ibs Calculate Resisting Moment(Service),MIST Calculate Resisting Moment(Service),MRST MRST= 4500 in-Ibs MRST= 1875 in-Ibs Factor of Safety Factor of Safety FOS= 0.771 FOS= 0.557 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 44 Ibs 20 Ibs PLACE STRAP AT R"= 891bs (Uplift) 1001bs (Uplift) °< EACH END FRAME AT Overturning FOS= 0.771 <1.5--ABs Reqd 0.557 <1.5--ABs Reqd AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS= 152lbs/3.473>=1.5 OK 811bs/4.043>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Ruh)= 125 Ibs 57 Ibs a a PER STRAP, TYP/UNO. Net Uplift(R,,,,)= 887 Ibs 548 Ibs Overturning+Gravity(Pu)= 1273 Ibs 622 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 887 Ibs 548 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.518 OK 0.320 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 1251bs 57 lbs Max shear stress ratio(VSR)= 0.101 OK 0.046 OK Combined shear and tension stress ratio(TSR+VSR)= 0.619 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 24X-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 28 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 90"Tall "X"5 Level 24X IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Pu)= 1273 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs °------= VAVn= 0.140<1.00.K. �b0 °. (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 657 Ibs wl Total Equiv.Uniform load -3 rJ Area reqd.for bearing(A,a,d)= 0.44 ft' R-V �w7 "b"distance= 7.94 in R Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • arx S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Arend= 20 lb/in/in anau V Mr (at deflected and) e M.=waL2/3=(w)[(b-(2"))/2)z]/3= 59.38 in-lb/in-Defl.End M1=30 in-lb/in w M,/V Mn= 0.084<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 15 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 8.1 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1626 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s,ab)=P„n,*L,/2= 79308 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 5836 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(slab)= 83808 in*Ibs ~ Total Overturning FOS= 14.360 OK Q7 Q Load Combination#2: MoT= 3368 in*Ibs (� MRST(Rwk) + MRSTNIab)= 81183 in*Ibs Total Overturning FOS= 24.108 OK ------------------------- - "--- 24X-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 29 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 90"Tall "X"5 Level 24XSD IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor hell= 5l WIDTH DEPTH Total Load per shelf= 225 lbs #of Levels=Wall 5 Level Uniform Weight per level=28.13 psf/shelf Weight of Unit= 100 lbs n Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 24 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 21 in 225 lbs = h4= 21 in 225 lbs h3= 21 in 225 lbs h2= 21 in 225 lbs N S h1= 6 in 225 lbs Total Shelf Height,H,= 90 in Unit Height,H.= 90 in Unit Base Depth,D= 15 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 605.0 lbs Ws=(0.67)(PLRF)(0)PL)+DL= 250.8 lbs Base Shear,V=CslpWs= 173.1 lbs Base Shear,V=CslpWs= 71.7 lbs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 lbs @ 0 in(CM) (Service Loads) F9= 0.0 lbs Note: F6= 0.0 lbs @ 0 in(CM) F6= 0.0 lbs (CM)=Product Center of F7= 0.0 lbs @ 0 in(CM) F7= 0.0 lbs Mass typically 6 inches F6= 0.0 lbs @ 0 in(CM) F6= 0.0 lbs above the top of shelf at F5= 38.8 lbs @ 96 in(CM) F5= 41.6 lbs @ 96in(CM) each level. Fq= 30.3 lbs @ 75 in(CM) F4= 0.0 lbs F3= 21.8 lbs @ 54 in(CM) F3= 0.0 lbs F2= 13.3 lbs @ 33 in(CM) F2= 0.0 lbs F1= 4.8 lbs @ 12 in(CM) F1= 0.0 lbs F„= 12.1 lbs @ 45 in(CM) F.= 8.7 lbs @ 45in(CM) Ef;= 173.1 lbs (@ Factored Loads) Efi= 71.7 lbs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 8217 in-lbs MOT= 4380 in-lbs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 6375 in-lbs MRST= 2438 in-lbs Factor of Safety Factor of Safety FOS= 0.776 FOS= 0.557 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED BASE PLATE AND Base Reactions: FRAME LEG,TYP Reactions(Service Loads): LC#1 LC#2 Fr Rh= 61 lbs 25 lbs - _ _ _ ANCHOR BOLTS: R"= 123 lbs (Uplift) 129 lbs (Uplift) d (�)3/8"DIA DEWALT Overturning FOS= 0.776 <1.5--ABs Reqd 0.557 <1.5--ABs Regd a - a SCREW BOLT+,TYP O Sliding Restraint force,RRsT/FOS=213lbs 13.509>=1.5 OK 104lbs/4.155>=1.5 OK Reactions(Factored Loads): LC#1 LC#2 AT SUPER DUTY(SD) Base Shear(Ruh)= 173lbs 72lbs END& INTERIOR FRAME Net Uplift(R,,,,)= 1248 lbs 713 lbs Overturning+Gravity(Pu)= 1800lbs 803lbs BASE PL 5"x3"xO.125' 0 Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 lbs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 lbs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 an.= 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 1248 lbs 713 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.728 OK 0.416 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 lbs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 lbs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 173 lbs 72 lbs Max shear stress ratio(VSR)= 0.140 OK 0.058 OK Combined shear and tension stress ratio(TSR+VSR)= 0.868 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 24XSD-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 30 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 90"Tall "X"5 Level 24XSD IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Ps)= 1800 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs °------= VAVn= 0.198<1.0O.K. �b0 °. (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 932 Ibs wl TotalEquly.Uniform load -3 rJ Area reqd.for bearing(A,eQd)= 0.62 ft2 "b"distance= 9.46 in ft 7 Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • ." S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 20 lb/in/in anau V Mr (at deflected and) e M.=w,L2/3=(w)[(b-(2"))/2)z]/3= 93.27 in-lb/in-Defl.End M1=47 in-lb/in w M,/V MM= 0.131 <1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 15 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 8.1 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1626 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 79308 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 8217 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 85683 in*Ibs ~ Total Overturning FOS= 10.427 OK Q7 Q Load Combination#2: MoT= 4380 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 81746 in*Ibs Total Overturning FOS= 18.665 OK ------------------------- - "--- 24XSD-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 31 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 120"Tall "YZ"4 Level 30YZ IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor(Y/N): No WIDTH DEPTH Total Load per shelf= 75 Ibs #of Levels=Wall 4 Level-HD TV Uniform Weight per level=7.50 psf/shelf Weight of Unit= 100 Ibs Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) Shelf depth= 30 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= Oin = h4= 30 in 75 Ibs h3= 30 in 75 Ibs h2= 30 in 75 Ibs N S h1= 6 in 75 Ibs Total Shelf Height,H,= 96 in Unit Height,H.= 120 in Unit Base Depth,D= 21 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 234.7 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 150.3 Ibs Base Shear,V=CslpWs= 67.1 Ibs Base Shear,V=CslpWs= 43.0 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs each level. Fq= 13.8 Ibs @ 102 in(CM) F4= 16.9 Ibs @ 102in(CM) F3= 9.7 Ibs @ 72 in(CM) F3= 0.0 Ibs F2= 5.7 Ibs @ 42 in(CM) F2= 0.0 Ibs F1= 1.6 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 16.2 Ibs @ 60 in(CM) F.= 13.2 Ibs @ 60in(CM) Ef;= 67.1 Ibs (@ Factored Loads) Efi= 43.0 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 3336 in-Ibs MOT= 2514 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 3150 in-Ibs MRST= 1838 in-Ibs Factor of Safety Factor of Safety FOS= 0.944 FOS= 0.731 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 l a ANCHOR STRAP Rh= 24 Ibs 15 Ibs 4 PLACE STRAP AT R"= 9lbs (Uplift) 32lbs (Uplift) °< EACH END FRAME AT Overturning FOS= 0.944 <1.5--ABs Reqd 0.731 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRsT/FOS=69lbs 12.938>=1.5 OK 49lbs/3.237>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Run)= 67 Ibs 43 Ibs a a PER STRAP, TYP/UNO. Net Uplift(R,,,,)= 342 Ibs 277 Ibs Overturning+Gravity(Pu)= 557 Ibs 360 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.b9= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 342 Ibs 277 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.200 OK 0.161 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�V_= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 67 Ibs 43 Ibs Max shear stress ratio(VSR)= 0.054 OK 0.035 OK Combined shear and tension stress ratio(TSR+VSR)= 0.254 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 30YZ-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 32 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 120"Tall "YZ"4 Level 30YZ IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Ps)= 557 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs ° ---= VAVn= 0.061 <1.0 O.K. �b0 ° (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 298 Ibs wl TotalEquly.Uniform load -3 rJ Area reqd.for bearing(A,eQd)= 0.20 ft2 "b"distance= 5.35 in ft 7 Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • ." S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 19 lb/in/in anau V Mr (at deflected and) e M =w,L2/3=(w)[(b-(2"))/2)z]/3= 18.19 in-lb/in-Defl.End M1=10 in-lb/in w M,/V MM= 0.026<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 21 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 8.6 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1726 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 89364 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 3336 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 92514 in*Ibs ~ Total Overturning FOS= 27.729 OK Q7 Q Load Combination#2: MoT= 2514 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 91201 in*Ibs Total Overturning FOS= 36.278 OK ----""--"' - ----- ---------------------------------------------------- 30YZ-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 33 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 90"Tall "EC" 5 Level 2490 EC IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor hell= 0l WIDTH DEPTH Total Load per shelf= 100 Ibs #of Levels=Wall 5 Level Uniform Weight per level= 12.50 psf/shelf Weight of Unit= 100 Ibs n Anchorage spacing/Trib width= 2 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 24 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 21 in 50 Ibs = h4= 21 in 50 Ibs h3= 21 in 50 Ibs h2= 21 in 50 Ibs N S h1= 6 in 50 Ibs Total Shelf Height,H,= 90 in Unit Height,H.= 90 in Unit Base Depth,D= 15 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 212.2 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 133.5 Ibs Base Shear,V=CslpWs= 60.7 Ibs Base Shear,V=CslpWs= 38.2 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 10.1 Ibs @ 96 in(CM) F5= 13.8 Ibs @ 96in(CM) each level. Fq= 7.9 Ibs @ 75 in(CM) F4= 0.0 Ibs F3= 5.7 Ibs @ 54 in(CM) F3= 0.0 Ibs F2= 3.5 Ibs @ 33 in(CM) F2= 0.0 Ibs F1= 1.3 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 14.1 Ibs @ 45 in(CM) F.= 12.9 Ibs @ 45in(CM) Ef;= 60.7 Ibs (@ Factored Loads) Efi= 38.2 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 2632 in-Ibs MOT= 1907 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 2000 in-Ibs MRST= 1125 in-Ibs Factor of Safety Factor of Safety FOS= 0.760 FOS= 0.590 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED OUTSIDE FACE Base Reactions: O OF END FRAME O Q Reactions(Service Loads): LC#1 LC#2 12GA x 2"W x 4"L ANCHOR PL Rh= 21 Ibs 13 Ibs (BY SUPPLIER),TYP AT EACH Rv= 42lbs (Uplift) 52lbs (Uplift) END OF FRAME Overturning FOS= 0.760 <1.5--ABsRegd 0.590 <1.5--ABsRegd ANCHOR Sliding Restraint force,RRsT/FOS=70lbs 13.312>=1.5 OK 48lbs/3.626>=1.5 OK PLATE,TYP Reactions(Factored Loads): LC#1 LC#2 •,.�•: .r-- Base Shear(Run)= 61 Ibs 38 Ibs (1)ANCHOR BOLT Net Uplift(R,,,,)= 402 Ibs 307 Ibs PER PLATE Overturning+Gravity(Pu)= 567 Ibs 364 Ibs END CAP PLAN VIEW Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.b9= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 an.= 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 402 Ibs 307 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.234 OK 0.179 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowable) Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�V_= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 61 Ibs 38 Ibs Max shear stress ratio(VSR)= 0.049 OK 0.031 OK Combined shear and tension stress ratio(TSR+VSR)= 0.284 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 2490 EC-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 34 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 90"Tall "EC" 5 Level 2490 EC IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Ps)= 567 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 ° _ Wn= 9087.10lbs ° ---= VAVn= 0.062<1.0 O.K. �b0 ° (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 290 Ibs wl TotalEquly.Uniform load -3 rJ Area reqd.for bearing(A,eQd)= 0.19 ft2 "b"distance= 5.28 in ft 7 Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • ." S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 20 lb/in/in anau V Mr (at deflected and) e M =w,L2/3=(w)[(b-(2"))/2)z]/3= 18.22 in-lb/in-Defl.End M1=10 in-lb/in w M,/V MM= 0.026<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 15 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 8.1 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 2.0 ft W Weight of Concrete Slab at Rack(P„J= 813lbs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 39654 in*Ibs SLAB SPAN C� Load Combination#1: MoT= 2632 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 41654 in*Ibs ~ Total Overturning FOS= 15.827 OK Q7 Q Load Combination#2: MoT= 1907 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 40779 in*Ibs Total Overturning FOS= 21.383 OK ----"""'"' - ---------------------------------------------------- 2490 EC-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 35 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 78"Tall "EC" 5 Level 3678 EC IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor hell= 0l WIDTH DEPTH Total Load per shelf= 100 Ibs #of Levels=Wall 5 Level Uniform Weight per level=8.33 psf/shelf Weight of Unit= 100 Ibs n Anchorage spacing/Trib width= 2 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 36 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 18 in 50 Ibs = h4= 18 in 50 Ibs h3= 18 in 50 Ibs h2= 18 in 50 Ibs N S h1= 6 in 50 Ibs Total Shelf Height,H,= 78 in Unit Height,H.= 78 in Unit Base Depth,D= 27 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 212.2 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 133.5 Ibs Base Shear,V=CslpWs= 60.7 Ibs Base Shear,V=CslpWs= 38.2 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 10.0 Ibs @ 84 in(CM) F5= 13.9 Ibs @ 84in(CM) each level. F4= 7.9 Ibs @ 66 in(CM) F4= 0.0 Ibs F3= 5.7 Ibs @ 48 in(CM) F3= 0.0 Ibs F2= 3.6 Ibs @ 30 in(CM) F2= 0.0 Ibs F1= 1.4 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 13.9 Ibs @ 39 in(CM) F.= 12.9 Ibs @ 39in(CM) Ef;= 60.7 Ibs (@ Factored Loads) Efi= 38.2 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 2302 in-Ibs MOT= 1667 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 3600 in-Ibs MRST= 2025 in-Ibs Factor of Safety Factor of Safety FOS= 1.564 FOS= 1.215 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-ANCHORS REQUIRED OUTSIDE FACE Base Reactions: O OF END FRAME O Q Reactions(Service Loads): LC#1 LC#2 12GA x 2"W x 4"L ANCHOR PL Rh= 21 Ibs 13 Ibs (BY SUPPLIER),TYP AT EACH Rv= 0 Ibs (No Uplift) 0 Ibs (No Uplift) END OF FRAME Overturning FOS= 1.564 >=1.5 1.215 <1.5--ABsRegd ANCHOR Sliding Restraint force,RRsT/FOS=48lbs 12.251>=1.5 OK 32lbs/2.403>=1.5 OK PLATE,TYP Reactions(Factored Loads): LC#1 LC#2 •,.�•: .r.. Base Shear(Ruh)= 61 Ibs 38 Ibs (1)ANCHOR BOLT Net Uplift(R,,,,)= 0Ibs 0Ibs PER PLATE Overturning+Gravity(Pu)= 375 Ibs 224 Ibs END CAP PLAN VIEW Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 an.= 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 0 Ibs 0 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.000 OK 0.000 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowable) Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 61 Ibs 38 Ibs Max shear stress ratio(VSR)= 0.049 OK 0.031 OK Combined shear and tension stress ratio(TSR+VSR)= 0.049 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 3678 EC-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 36 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 78"Tall "EC" 5 Level 3678 EC IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Ps)= 375 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 ° _ Wn= 9087.10lbs °------= VAVn= 0.041 <1.0O.K. �b0 °. (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 222 Ibs wl TotalEquly.Uniform load -3 rJ Area reqd.for bearing(A,eQd)= 0.15 ft2 "b"distance= 4.62 in ft 7 Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • ." S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 18 lb/in/in anau V Mr (at deflected and) e M.=w,L2/3=(w)[(b-(2"))/2)z]/3= 10.04 in-lb/in-Defl.End M1=6 in-lb/in w M,/V MM= 0.014<1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaatad and) 'glFl 010T4 M:w a a(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 27 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 9.1 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 2.0 ft W Weight of Concrete Slab at Rack(P„J= 913lbs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 50010 in*Ibs SLAB SPAN U Load Combination#1: MoT= 2302 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 53610 in*Ibs ~ Total Overturning FOS= 23.291 OK Q7 Q Load Combination#2: MoT= 1667 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 52035 in*Ibs Total Overturning FOS= 31.220 OK ----"""-"' - 3678 EC-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 37 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 78"Tall "EC" 5 Level 4878 EC IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 SHELF Supported on Elevated Floor hell= 0l WIDTH DEPTH Total Load per shelf= 100 Ibs #of Levels=Wall 5 Level Uniform Weight per level=6.25 psf/shelf Weight of Unit= 100 Ibs n Anchorage spacing/Trib width= 2 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth= 48 in Shelf Load/Level h9= 0in h6= 0in = h7= 0in h6= 0in h5= 18 in 50 Ibs = h4= 18 in 50 Ibs h3= 18 in 50 Ibs h2= 18 in 50 Ibs N S h1= 6 in 50 Ibs Total Shelf Height,H,= 78 in Unit Height,H.= 78 in Unit Base Depth,D= 39 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2•'[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.286 Ws(Cross-Aisle) Seismic(Cj(I')= 0.286 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 212.2 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 133.5 Ibs Base Shear,V=CslpWs= 60.7 Ibs Base Shear,V=CslpWs= 38.2 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0lbs @ 0 in(CM) F6= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 10.0 Ibs @ 84 in(CM) F5= 13.9 Ibs @ 84in(CM) each level. F4= 7.9 Ibs @ 66 in(CM) F4= 0.0 Ibs F3= 5.7 Ibs @ 48 in(CM) F3= 0.0 Ibs F2= 3.6 Ibs @ 30 in(CM) F2= 0.0 Ibs F1= 1.4 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 13.9 Ibs @ 39 in(CM) F.= 12.9 Ibs @ 39in(CM) Ef;= 60.7 Ibs (@ Factored Loads) Efi= 38.2 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 2302 in-Ibs MOT= 1667 in-Ibs Calculate Resisting Moment(Service),MRsT Calculate Resisting Moment(Service),MRsT MRsT= 5200 in-Ibs MRST= 2925 in-Ibs Factor of Safety Factor of Safety FOS= 2.259 FOS= 1.755 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-NO ANCHORS REQUIRED OUTSIDE FACE Base Reactions: O OF END FRAME O Q Reactions(Service Loads): LC#1 LC#2 12GA x 2"W x 4"L ANCHOR PL Rh= 21 Ibs 13 Ibs (BY SUPPLIER),TYP AT EACH Rv= 0 Ibs (No Uplift) 0 Ibs (No Uplift) END OF FRAME Overturning FOS= 2.259 -1.5 1.755 >=1.5 ANCHOR Sliding Restraint force,RRsT/FOS=41lbs 11.942>=1.5 OK 27lbs/2.047>=1.5 OK PLATE,TYP Reactions(Factored Loads): LC#1 LC#2 •,.�•: a•• :••: Base Shear(Ruh)= 61 Ibs 38 Ibs (1)ANCHOR BOLT Net Uplift(R,,,,)= 0Ibs 0Ibs PER PLATE Overturning+Gravity(Pu)= 319 Ibs 184 Ibs END CAP PLAN VIEW Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.bu= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 an.= 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 0 Ibs 0 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.000 OK 0.000 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowable) Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�Vcpq= 24601bs <--ACI 318-19 Eq 17.7.3.1a Age= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 61 Ibs 38 Ibs Max shear stress ratio(VSR)= 0.049 OK 0.031 OK Combined shear and tension stress ratio(TSR+VSR)= 0.049 <1.2 OK-LC#1(controls) USE: NO UPLIFT-USE (1)3/8" DIA Hilti Kwik Bolt-TZ2(CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 4878 EC-Half Gondola JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 38 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 78"Tall "EC" 5 Level 4878 EC IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Pu)= 319 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 ° _ Wn= 9087.10lbs ° ---= VAVn= 0.035<1.0 O.K. �b0 ° (Punching Perimeter) 70. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 202 Ibs wl Total Equiv.Uniform load . . . -3 rJ Area reqd.for bearing(A,eQd)= 0.13 ft2 "b"distance= 4.40 in ft 7 Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • ." S=(1")(02/6= 2.67 in3/in M max.(atllxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 16 lb/in/in anru V Mr (at deflected and) e Mu=wuL2/3=(wu)[(b-(2"))/2)21/3= 7.92 in-lb/in-Defl.End M1=4 in-lb/in w Mu/�MM= 0.011 <1.0 O.K. .aaz71 Mx !w Sxal M,. amax. at ddlaetad and) 'glFl 010m4 Miw a ar(P—xqa x 2{EI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 39 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 10.1 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 2.0 ft W Weight of Concrete Slab at Rack(P„J= 1013lbs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 61565 in*Ibs SLAB SPAN U Load Combination#1: MoT= 2302 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 66765 in*Ibs ~ Total Overturning FOS= 29.006 OK Q7 Q Load Combination#2: MoT= 1667 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 64490 in*Ibs Total Overturning FOS= 38.693 OK ------------------------- - "--- 4878 EC-Half Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 39 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Single Sided 84"Tall "3RX"9 Level 9-3RX IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.0 SHELF Supported on Elevated Floor(Y/N): No WIDTH DEPTH Total Load per shelf= 15 Ibs #of Levels=Wall 9 Level Uniform Weight per level=5.00 psf/shelf rn Weight of Unit= 100 Ibs = Anchorage spacing/Trib width= 4 ft (Frames are assumed to be 4'-O"oc) 2 Shelf depth= 9 in Shelf Load/Level r` h9= 9.5in 15lbs = he= 10 in 15 Ibs D h7= 9.5in 15lbs = h6= 10 in 15 Ibs = _ h5= 9.5in 15lbs h4= 10 in 15 Ibs = h3= 9.5in 15lbs hz= 10 in 15 Ibs h1= 6 in 15 Ibs = Total Shelf Height,H,= 84 in Unit Height,H.= 84 in Unit Base Depth,D= 6.5 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1"[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(Cs)(I,)= 0.191 Ws(Cross-Aisle) Seismic(Cj(I')= 0.191 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 160.6 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 110.1 Ibs Base Shear,V=CslpWs= 30.6 Ibs Base Shear,V=CslpWs= 21.0 Ibs Horizontal forces per level,F.=C,V [RMI 2.6.6] Horizontal forces per level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 2.2 Ibs @ 90 in(CM) (Service Loads) F9= 3.6 Ibs @ 90in(CM) Note: F6= 2.0 Ibs @ 80.5 in(CM) F6= 0.0 Ibs (CM)=Product Center of F7= 1.7 Ibs @ 70.5 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 1.5 Ibs @ 61 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 1.2 Ibs @ 51 in(CM) F5= 0.0 Ibs each level. Fq= 1.0 Ibs @ 41.5 in(CM) F4= 0.0 Ibs F3= 0.8 Ibs @ 31.5 in(CM) F3= 0.0 Ibs Fs= 0.5 Ibs @ 22 in(CM) F2= 0.0 Ibs F1= 0.3 Ibs @ 12 in(CM) F1= 0.0 Ibs F„= 10.2 Ibs @ 42 in(CM) F.= 11.1 Ibs @ 42in(CM) If= 30.6 Ibs (@ Factored Loads) Efi= 21.0 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ef;h; Calculate Overturning Moment(Service),MOT=Ef;h; MOT= 1142 in-Ibs MOT= 789 in-Ibs Calculate Resisting Moment(Service),MIST Calculate Resisting Moment(Service),MRsT MRST= 618 in-Ibs MRsT= 374 in-Ibs Factor of Safety Factor of Safety FOS= 0.541 FOS= 0.474 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Base Reactions: 1"w x 22GA STEEL Reactions(Service Loads): LC#1 LC#2 I a ANCHOR STRAP Rh= 11 Ibs 7 Ibs PLACE STRAP AT R"= 81 Ibs (Uplift) 641bs (Uplift) °< EACH END FRAME AT Overturning FOS= 0.541 <1.5--ABs Reqd 0.474 <1.5--ABs Reqd _ AND 8' R (MAX)FRAMES,, INTER IO OR-- - - -- Sliding Restraint force,RRST/FOS=64lbs 15.97>=1.5 OK 441bs/6.001>=1.5 OK I o TYP/UNO. Reactions(Factored Loads): LC#1 LC#2 AU (1)ANCHOR BOLT Base Shear(Run)= 31 Ibs 21 Ibs a a PER STRAP, TYP/UNO. Net Uplift(R,,,,)= 431 Ibs 304 Ibs Overturning+Gravity(Pu)= 510 Ibs 334 Ibs 1 .5h of 14, .5 h of I Tension Allowables Anchor Design(using"Cracked Concrete"Properties) Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Concrete Breakout,(0.75)�N.b9= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1a Embedment= 2.5 in Pullout Strength,(0.75)ONp"= NA <--ACI 318-19 Eq 17.6.3.1 f'�= 3500 psi LC#1 LC#2 e = 0 in <---Eccen.Of Anchor Factored Tension Load(N)= 431 Ibs 304 Ibs h�= 2 in 1.5(h�)=3.000 in max tension stress ratio(TSR)= 0.252 OK 0.177 OK C.= 3.5 in 1.5(ce)=5.250 in Shear Allowables Conc.thickness,t= 4 in Steel Strength,OVsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b #of Anchors,n= 1 -anchors per connection Concrete breakout,Vcba= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1a Sx= 0 in Concrete pryout,�V_= 24601bs <--ACI 318-19 Eq 17.7.3.1a Ase= 0.051 inA2 LC#1 LC#2 Factored Shear Load(V)= 31 Ibs 21 Ibs Max shear stress ratio(VSR)= 0.025 OK 0.017 OK Combined shear and tension stress ratio(TSR+VSR)= 0.276 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 9-3RX- Half T-Frame JOHNSTON PROJECT NO: SHEET NO: OF: 2401813757 40 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Shelving/Single Sided 84"Tall "3RX"9 Level 9-3RX IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Ps)= 510 Ibs r—�— ----- ---� Slab Concrete Vc= 3500 psi Slab thickness(t)= 4 in. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. b,= 24.00 in. R= 1.00 j Vn= 22718 Ibs Table 14.5.5.1 ° N Vn max= 15145 Ibs Table 14.5.5.1 Wn= 9087.10lbs ° ---= VAVn= 0.056<1.0 O.K. �b0 ° (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf _ Max.Vertical Load(Service)(P)= 242 Ibs wl TotalEquly.Uniform load -3 rJ Area reqd.for bearing(A,eQd)= 0.16 ft2 "b"distance= 4.82 in ft 7 Slab thickness(t)= 4.00 in x +4 Vx . • • • • • • • • • • ." S=(1")(02/6= 2.67 in3/in M Max.(atfIxed and) . . . . . . . �M„(tension allowable)_Q7.5)1(f',)'1S)= 710 in-lb/in °la Factored uniform bearing,w„=P„/Aresd= 22 lb/in/in anau V Mr (at deflected and) e M.=w,L2/3=(w)[(b-(2"))/2)z]/3= 14.55 in-lb/in-Defl.End M1=8 in-lb/in w M,/�MM= 0.020<1.0 O.K. .aaz71 Mx �!W��Sxal M,. amax. at ddlaatad and) 'glFl IdamaM Miw a ar(P—xqa x NEI Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 6.5 in BASE DEPTH Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi D Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in'/ft Allowable Concrete Slab Bending Moment,Mail/FS=S*f,/1.5= 1183.2 ft*Ibs/ft Effective Cantilever Span Length(L,)at Ma„= 6.9 ft Total Length of Slab(I,+Width of Single Rack)= 7.4 ft EFFECTIVE � Trib.Width of Slab=Trib width of Rack= 4.0 ft W Weight of Concrete Slab at Rack(P„J= 1484 Ibs CANTILEVERED z Resisting Moment-Concrete Slab at Rack, 40 MRST(s„b)=P„n,*L,/2= 66090 in*Ibs SLAB SPAN U Load Combination#1: MoT= 1142 in*Ibs LENGTH (Lc) _ MRST(Rwk) + MRST(siam= 66707 in*Ibs ~ Total Overturning FOS= 58.394 OK Q7 Q Load Combination#2: MoT= 789 in*Ibs (� MRST(Rwk) + MRSTNI.b)= 66464 in*Ibs Total Overturning FOS= 84.266 OK ----"""-"' - "--- 9-3RX- Half T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 41 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 84"Tall "3RX"9 Level 18-3RX IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.0 WIDTH SHELF Supported on Elevated Floor No DEPTH Total Load per shelfhell== 15 Ibs <---assumes(2)shelves per level #of Levels= 9 Level Uniform Weight per level=5.00 psf/shelf rn Weight of Unit= 100 Ibs cn Upright Frame anchorage spacing(Trib width)= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth(ea.side)= 9 in Shelf Load/Level/Frame h9= 9.5in 30lbs = he= 10 in 30 Ibs h7= 9.5in 30lbs = h5= 10 in 30 Ibs = h5= 9.5in 30lbs h4= 10 in 30 Ibs = h3= 9.5in 30lbs hz= 10 in 30 Ibs rJ h1= 6 in 30 Ibs = Total Shelf Height,H,= 84 in Unit Height,Hu=84 in = Unit Base Depth,D= 8.5 in D Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1*[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.01 [RMI sect 2.6.2,PLrf=1.01 Seismic(Cs)(l,)= 0.191 Ws(Cross-Aisle) Seismic(Cs)(l,)= 0.191 Ws(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 221.2 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 120.1 Ibs Base Shear,V=Cj^= 42.2 Ibs Base Shear,V=CsloWs= 22.9 Ibs Horizontal forces per level,F.=C�V [RMI 2.6.61 Horizontal forces per level,F.=C,V [RMI 2.6.61 (Service Loads,E=0.7) Fs= 4.0 Ibs @ 90 in(CM) (Service Loads) FS= 6.3 Ibs @ 90in(CM) Note: FS= 3.6 Ibs @ 80.5 in(CM) FS= 0.0 Ibs (CM)=Product Center of F7= 3.1 Ibs @ 70.5 in(CM) FT= 0.0 Ibs Mass typically 6 inches FS= 2.7 Ibs @ 61 in(CM) FS= 0.0 Ibs above the top of shelf at F5= 2.3 Ibs @ 51 in(CM) F5= 0.0 Ibs each level. F4= 1.8 Ibs @ 41.5 in(CM) F4= 0.0 Ibs Fa= 1.4 Ibs @ 31.5 in(CM) F3= 0.0 Ibs F2= 1.0 Ibs @ 22 in(CM) FZ= 0.0 Ibs F,= 0.5 Ibs @ 12 in(CM) F,= 0.0 Ibs Fu= 9.2 Ibs @ 42 in(CM) Fu= 9.8 Ibs @ 42in(CM) If;= 42.2 Ibs (@ Factored Loads) If;= 22.9 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ifihi Calculate Overturning Moment(Service),MOT=Ifihi MOT= 1677 in-Ibs MOT=975 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST= 1194 in-Ibs MRST=553 in-Ibs Factor of Safety Factor of Safety FOS= 0.712 FOS= 0.567 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Check Single Frame/Bay Overturning Stability: MOT(LC#1)= 1677 in-Ibs MOT(LC#2)= 975 in-Ibs MRST(LC#1)= 1194 in-Ibs MRST(LC#2)= 553 in-Ibs 'I"w x 22GA STEEL FOS=MRST/MOT= 0.712 <1.0 AB Reqd FOS=MRST/MOT= 0.567 <1.5 AB Reqd I ANCHOR STRAP >ABs Reqd at Each Frame-FOS<1.0 at LC#1 or LC#2 4e PLACE STRAP AT EACH END FRAME _ AND 8'-0"oc(MAX)AT Base Reactions: -- - - -- INTERIOR FRAMES, Reactions(Service Loads): LC#1 LC#2 I o TVP/ONO. Rh= 151b5 B IbS A U ( )ANCHOR BOLT PER STRAP, Rv= 57lbs (Uplift) 50lbs (Uplift) TYP/UNo. Overturning FOS= 0.712 <1.5-ABsReqd 0.567 <1.5ABReqd 1.5he&1.5hef Sliding Restraint force,RRST/FOS=77lbs/5.213>=1.5 OK 44lbs/5.448>=1.5 OK I Reactions(Factored Loads): LC#1 LC#2 Base Shear(Ruh)= 42 Ibs 23 Ibs Tension Allowables Net Uplift(Ru)= 459 Ibs 279 Ibs Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Overturning+Gravity(Pu)= 624 Ibs 327 Ibs Concrete Breakout,(0.75)�N�b�= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1b Pullout Strength,(0.75)ONpn= NA <--ACI 318-19 Eq 17.6.3.1 Anchor Design(using"Cracked Concrete"Properties) LC#1 LC#2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Factored Tension Load(Nu)= 459 Ibs 279 Ibs Embedment= 2.5 in max tension stress ratio(TSR)= 0.268 OK 0.163 OK f'n= 3500 psi Shear Allowables e = 0 in <---Eccen.Of Anchor Steel Strength,�Vsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b h�= 2 in 1.5(ha,)=3.000 in Concrete breakout,VcW= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1 b Ca= 3.5 in 1.5(ce)=5.250 in Concrete pryout,�Vchu= 2460 Ibs <--ACI 318-19 Eq 17.7.3.1 b Conc.thickness,t= 4 in LC#1 LC#2 #of Anchors,n= 1 -anchors per connection Factored Shear Load(Vu)= 42 Ibs 23 Ibs Sx= 0 in Max shear stress ratio(VSR)= 0.034 OK 0.019 OK Ase= 0.051 inA2 Combined shear and tension stress ratio(TSR+VSR)= 0.302 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 18-3RX-Full T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 42 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 84"Tall "3RX"9 Level 18-3RX IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X-X H 2 L. (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(P.)= 624 Ibs - -_Q-- ---I Slab Concrete Vc= 3500 psi l a a Slab thickness(t)= 4 in. I. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. . a.I br,= 24.00 in. >1 P= 1.00 Vn= 22718 Ibs Table 14.5.5.11 1 a N Vn max= 15145 Ibs Table 14.5.5.1 1 a % \ +Vn= 9087lbs °=--� VAVn= 0.069<1.0 O.K. �b0 (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER-UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 314 Ibs !- Total Equiv.Uniform Load ,rl Area regd.for bearing(Arend)= 0.21 ft al -3 "b"distance= 5.49 in R-V • • • • • • . . . . -r! Slab thickness(t)= 4.00 in R V S=(110)2/6= 2.67 in3/in a-ti a . . . . . -rx Mt(a } edend) - °a!a �Me,(tension allowable)=Q7.5)[(f'J)2](S)= 710 in-lb/in Factored uniform bearing,w =P /A- = 20.70 lb/in/in 017V M. (at delleeeN end rla Mr,=w.L2/3=(w„)[(b-(2"))/2)2]/3= 21.02 in-lb/in-Defl.End Mill 11 in-lb/in "ear 6 MANIn(= 0.030<1.0O.K. M, (11-aa) .42271 atdaeda ama.. ( .1e) 2411 ItOmaM M'n %. . . . . . . . . . . . -av(la—aa)a 24E1 Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 8.5in BASE DEPTH Slab thickness(t)= 4.0 in D Modulus of Rupture,fr=7.5*SQRT(fc)= 443.7 psi Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in3/ft Allowable Concrete Slab Bending Moment,Mall=S*fr= 1183.2 ft*Ibs/ft (n Effective Cantilever Span Length(L.)at M.11= 6.9 ft Total Length of Slab(1�+Width of Single Rack)= 7.6 ft EFFECTIVE W Trib.Width of Slab=Trib width of Rack= 4.0ft CANTILEVERED z Weight of Concrete Slab at Rack(Pcoe�)= 1518 Ibs SLAB SPAN U Resisting Moment-Concrete Slab at Rack,MRST(e11)=Pao�*L,/2= 69092 in*Ibs Load Combination#1: M,= 1677 in*Ibs LENGTH (LC) MRST(R-k) + MRST(sleb)= 70286 in*Ibs m Total Overturning FOS= 41.901 OK Q Load Combination#2: M oT= 975 in*Ibs J C/) � MRST(R.k) + MRST(sleb)= 69644 in*Ibs ------------------------------- Total Overturning FOS= 71.450 OK 18-3RX-Full T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 43 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 54"Tall "2"5 Level 30-2 IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No WIDTH SHELF Total Load per shelf= 50 Ibs <---assumes(2)shelves per level DEPTH #of Levels= 5 Level Uniform Weight per level= 10.00 psf/shelf Weight of Unit= 100 Ibs un Upright Frame anchorage spacing(Trib width)= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth(ea.side)= 15 in Shelf Load/Level/Frame h9= 0in h8= 0in S h/= 0in h5= 0in = h5= 12 in 100 Ibs h4= 12 in 100 Ibs h3= 12 in 100 Ibs hz= 12 in 100 Ibs cV h1= 6 in 100 Ibs = Total Shelf Height,H,= 54 in Unit Height,Hu=54 in Unit Base Depth,D= 18 in = Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): D Load Case 1*[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.01 [RMI sect 2.6.2,PLrf=1.01 Seismic(Cs)(l,)= 0.286 Ws(Cross-Aisle) Seismic(Cs)(l,)= 0.286 W.(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 324.5 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 167.0 Ibs Base Shear,V=Cj^= 92.8 Ibs Base Shear,V=CsloWs= 47.8 Ibs Horizontal forces per level,F.=C�V [RMI 2.6.61 Horizontal forces per level,F.=C,V [RMI 2.6.61 (Service Loads,E=0.7) Fs= 0.0 Ibs @ 0 in(CM) (Service Loads) FS= 0.0 Ibs Note: FS= 0.0lbs @ 0 in(CM) FS= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) FT= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) FS= 0.0 Ibs above the top of shelf at F5= 17.7 Ibs @ 60 in(CM) F5= 23.1 Ibs @ 60in(CM) each level. F4= 14.2 Ibs @ 48 in(CM) F4= 0.0 Ibs Fa= 10.6 Ibs @ 36 in(CM) F3= 0.0 Ibs F2= 7.1 Ibs @ 24 in(CM) FZ= 0.0 Ibs F,= 3.5 Ibs @ 12 in(CM) F,= 0.0 Ibs Fu= 11.9 Ibs @ 27 in(CM) Fu= 10.4 Ibs @ 27in(CM) If;= 92.8 Ibs (@ Factored Loads) Ef;= 47.8 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Efihi Calculate Overturning Moment(Service),MOT=Efihi MOT=2657 in-Ibs MOT= 1664 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=3915 in-Ibs MRST= 1800 in-Ibs Factor of Safety Factor of Safety FOS= 1.473 FOS= 1.082 NO UPLIFT-ANCHORS REQUIRED NO UPLIFT-ANCHORS REQUIRED Check Single Frame/Bay Overturning Stability: MOT(LC#1)= 2657 in-Ibs MOT(LC#2)= 1664 in-Ibs MRST(LC#1)= 3915 in-Ibs MRST(LC#2)= 1800 in-Ibs 'I"w x 22GA STEEL FOS=MRST/MOT= 1.473 <1.0 AB Reqd FOS=MRST/MOT= 1.082 <1.5 AB Regd I ANCHOR STRAP >ABs Reqd-FOS<1.5 for LC#1 and LC#2 ne PLACE STRAP AT Ln EACH END FRAME AND 8'-0"oc(MAX)AT Base Reactions: -- - - --_ INTERIOR FRAMES, Reactions(Service Loads): LC#1 LC#2 I o TVP/uNo. R"= 321bs 171bs A U (1)ANCHOR BOLT PER STRAP, R�= 0lbs (No Uplift) 0lbs (No Uplift) TYP/UNO. Overturning FOS= 1.473 <1.5-ABs Regd 1.082 <1.5ABRegd 1.5hef11.5hef Sliding Restraint force,RRST/FOS=77lbs/2.384>=1.5 OK 44lbs/2.63>=1.5 OK I Reactions(Factored Loads): LC#1 LC#2 Base Shear(Run)= 93 Ibs 48 Ibs Tension Allowables Net Uplift(Ru)= 0 Ibs 0 Ibs Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Overturning+Gravity(Pu)= 633 Ibs 315 Ibs Concrete Breakout,(0.75)�N�ba= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1b Pullout Strength,(0.75)ONpn= NA <--ACI 318-19 Eq 17.6.3.1 Anchor Design(using"Cracked Concrete"Properties) LC#1 LC#2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Factored Tension Load(Nu)= 0 Ibs 0 Ibs Embedment= 2.5 in max tension stress ratio(TSR)= 0.000 OK 0.000 OK f'n= 3500 psi Shear Allowables e = 0 in <---Eccen.Of Anchor Steel Strength,�Vsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b h�= 2 in 1.5(ha,)=3.000 in Concrete breakout,Vub9= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1 b Ca= 3.5 in 1.5(ce)=5.250 in Concrete pryout,�Vchu= 2460 Ibs <--ACI 318-19 Eq 17.7.3.1 b Conc.thickness,t= 4 in LC#1 LC#2 #of Anchors,n= 1 -anchors per connection Factored Shear Load(Vu)= 93 Ibs 48 Ibs Sx= 0 in Max shear stress ratio(VSR)= 0.075 OK 0.039 OK Ase= 0.051 inA2 Combined shear and tension stress ratio(TSR+VSR)= 0.075 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 30-2-Full T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 44 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 54"Tall "2" 5 Level 30-2 IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X-X H 2 L. (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Pa)= 633 Ibs - -_Q-- ---I Slab Concrete Vc= 3500 psi l a d Slab thickness(t)= 4 in. I. 3-- Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. . a.I br,= 24.00 in. >1 P= 1.00 Vn= 22718 Ibs Table 14.5.5.11 1 a N Vn max= 15145 Ibs Table 14.5.5.1 1 a % \ +Vn= 9087lbs °=--� VAVn= 0.070<1.0 O.K. �b0 (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER-UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 372 Ibs ! Total Equiv.Uniform Load ,rl Area regd.for bearing(Arend)= 0.25 ft al -3 "b"distance= 5.98 in R-V • • • • • • . . . . -r! Slab thickness(t)= 4.00 in R V S=(110)2/6= 2.67 in3/in x_4 a . . . . . -xx Ma,(an.edend) - °a!' �Ma,(tension allowable)=Q7.5)[(f'j2I(S)= 710 in-lb/in Factored uniform bearing,w =P /Arend= 17.73 lb/in/in V M, (at delleeeN ena) rla Mr,=w.L2/3=(w„)[(b-(2"))/2)2)/3= 23.35 in-lb/in-Defl.End M1=12 in-lb/in Seea - 6 MANIn(= 0.033<1.0O.K. Mx -!(11-aae) a22T1 e M, Xmas. at deflected and �p1ll MOmeM Maw,, de . . . . . . . . . . . -tv(It—aa a 24E1 Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 18in BASE DEPTH Slab thickness(t)= 4.0 in D Modulus of Rupture,fr=7.5*SQRT(fc)= 443.7 psi Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in3/ft Allowable Concrete Slab Bending Moment,Mall=S*fr= 1183.2 ft*Ibs/ft (n Effective Cantilever Span Length(L.)at Mall= 6.9 ft Total Length of Slab(1�+Width of Single Rack)= 8.4 ft EFFECTIVE W Trib.Width of Slab=Trib width of Rack= 4.0ftare CANTILEVERED z Weight of Concrete Slab at Rack(Pcoa�)= 1676 Ibs SLAB SPAN U Resisting Moment-Concrete Slab at Rack,MRST(elam=Pao�*L,/2= 84261 in*Ibs Load Combination#1: M,= 2657 in*Ibs LENGTH (LC) MRST(R-k) + MRST(slab)= 88176 in*lbs m Total Overturning FOS= 33.184 OK Q Load Combination#2: M oT= 1664 in*Ibs J M + M 86061 in*Ibs -- RST(Rack) RST(slab)- _-----------'- Total Overturning FOS= 51.709 OK 30-2-Full T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 45 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 84"Tall "3"5 Level 30-3 IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No WIDTH SHELF Total Load per shelf= 50 Ibs <---assumes(2)shelves per level DEPTH #of Levels= 5 Level Uniform Weight per level= 10.00 psf/shelf Weight of Unit= 100 Ibs un Upright Frame anchorage spacing(Trib width)= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth(ea.side)= 15 in Shelf Load/Level/Frame h9= 0in h8= 0in S h7= 0in h5= 0in = h5= 20 in 100 Ibs h4= 19 in 100 Ibs h3= 20 in 100 Ibs hz= 19 in 100 Ibs cV h1= 6 in 100 Ibs = Total Shelf Height,H,= 84 in Unit Height,Hu=84 in Unit Base Depth,D= 18 in = Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): D Load Case 1*[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.01 [RMI sect 2.6.2,PLrf=1.01 Seismic(Cs)(l,)= 0.286 Ws(Cross-Aisle) Seismic(Cs)(l,)= 0.286 W.(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 324.5 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 167.0 Ibs Base Shear,V=Cj^= 92.8 Ibs Base Shear,V=CsloWs= 47.8 Ibs Horizontal forces per level,F.=C�V [RMI 2.6.61 Horizontal forces per level,F.=C,V [RMI 2.6.61 (Service Loads,E=0.7) Fs= 0.0 Ibs @ 0 in(CM) (Service Loads) FS= 0.0 Ibs Note: FS= 0.0lbs @ 0 in(CM) FS= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) FT= 0.0 Ibs Mass typically 6 inches FS= 0.0 Ibs @ 0 in(CM) FS= 0.0 Ibs above the top of shelf at F5= 18.5 Ibs @ 90 in(CM) F5= 22.8 Ibs @ 90in(CM) each level. F4= 14.4 Ibs @ 70 in(CM) F4= 0.0 Ibs Fa= 10.5 Ibs @ 51 in(CM) F3= 0.0 Ibs F2= 6.4 Ibs @ 31 in(CM) FZ= 0.0 Ibs F,= 2.5 Ibs @ 12 in(CM) F,= 0.0 Ibs Fu= 12.9 Ibs @ 42 in(CM) Fu= 10.6 Ibs @ 42in(CM) If;= 92.8 Ibs (@ Factored Loads) Ef;= 47.8 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Efihi Calculate Overturning Moment(Service),MOT=Efihi MOT=3968 in-Ibs MOT=2499 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=3915 in-Ibs MRST= 1800 in-Ibs Factor of Safety Factor of Safety FOS= 0.987 FOS= 0.720 UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Check Single Frame/Bay Overturning Stability: MOT(LC#1)= 3968 in-Ibs MOT(LC#2)= 2499 in-Ibs MRST(LC#1)= 3915 in-Ibs MRST(LC#2)= 1800 in-Ibs 'I"w x 22GA STEEL FOS=MRST/MOT= 0.987 <1.0 AB Reqd FOS=MRST/MOT= 0.720 <1.5 AB Reqd I ANCHOR STRAP >ABs Reqd at Each Frame-FOS<1.0 at LC#1 or LC#2 4e PLACE STRAP AT EACH END FRAME _ AND 8'-0"oc(MAX)AT Base Reactions: -- - - -- INTERIOR FRAMES, Reactions(Service Loads): LC#1 LC#2 I o TVP/ONO. R"= 321bs 171bs n U (1)ANCHOR BOLT PER STRAP, R�= 3lbs (Uplift) 39lbs (Uplift) TYP/uNo. Overturning FOS= 0.987 <1.5-ABs Reqd 0.720 <1.5ABReqd 1.5hef11.5hef Sliding Restraint force,RRST/FOS=96lbs/2.944>=1.5 OK 56lbs/3.324>=1.5 OK I Reactions(Factored Loads): LC#1 LC#2 Base Shear(Run)= 93 Ibs 48 Ibs Tension Allowables Net Uplift(Ru)= 467 Ibs 322 Ibs Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Overturning+Gravity(Pu)= 788 Ibs 414 Ibs Concrete Breakout,(0.75)�N�ba= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1b Pullout Strength,(0.75)ONpn= NA <--ACI 318-19 Eq 17.6.3.1 Anchor Design(using"Cracked Concrete"Properties) LC#1 LC#2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Factored Tension Load(Nu)= 467 Ibs 322 Ibs Embedment= 2.5 in max tension stress ratio(TSR)= 0.273 OK 0.188 OK f'�= 3500 psi Shear Allowables e = 0 in <---Eccen.Of Anchor Steel Strength,�Vsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b h�= 2 in 1.5(ha,)=3.000 in Concrete breakout,Vub9= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1 b Ca= 3.5 in 1.5(ce)=5.250 in Concrete pryout,�Vchu= 2460 Ibs <--ACI 318-19 Eq 17.7.3.1 b Conc.thickness,t= 4 in LC#1 LC#2 #of Anchors,n= 1 -anchors per connection Factored Shear Load(Vu)= 93 Ibs 48 Ibs Sx= 0 in Max shear stress ratio(VSR)= 0.075 OK 0.039 OK Ase= 0.051 inA2 Combined shear and tension stress ratio(TSR+VSR)= 0.348 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 30-3-Full T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 46 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 84"Tall "3" 5 Level 30-3 IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X-X H 2 L. (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Pa)= 788 Ibs - -_Q-- ---I Slab Concrete Vc= 3500 psi l a d Slab thickness(t)= 4 in. I. 3-- Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. . a.I br,= 24.00 in. >1 P= 1.00 Vn= 22718 Ibs Table 14.5.5.11 1 a N Vn max= 15145 Ibs Table 14.5.5.1 1 a % \ +Vn= 9087lbs °=--� VAVn= 0.087<1.0 O.K. �b0 --- (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER-UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 427 Ibs ! Total Equiv.Uniform Load ,rl Area regd.for bearing(Arend)= 0.28 ft al -3 "b"distance= 6.40 in R-V • • • • • • . . . . -r! Slab thickness(t)= 4.00 in R V S=(110)2/6= 2.67 in3/in x_4 a . . . . . -xx Ma,(an.edend) - °a!' �Ma,(tension allowable)=Q7.5)[(f'j2I(S)= 710 in-lb/in Factored uniform bearing,w =P /Arend= 19.22 lb/in/in V M, (at delleeeN ena) rla Mr,=w.L2/3=(w„)[(b-(2"))/2)2)/3= 31.05 in-lb/in-Defl.End M1=16 in-lb/in Seea - 6 MANIn(= 0.044<1.0O.K. Mx -!(11-aae) a22T1 e M, Xmas. at deflected and �p1ll MOmeM Maw,, de . . . . . . . . . . . -tv(It—aa a 24E1 Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 18in BASE DEPTH Slab thickness(t)= 4.0 in D Modulus of Rupture,fr=7.5*SQRT(fc)= 443.7 psi Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in3/ft Allowable Concrete Slab Bending Moment,Mall=S*fr= 1183.2 ft*Ibs/ft (n Effective Cantilever Span Length(L.)at Mall= 6.9 ft Total Length of Slab(1�+Width of Single Rack)= 8.4 ft EFFECTIVE W Trib.Width of Slab=Trib width of Rack= 4.0ftare CANTILEVERED z Weight of Concrete Slab at Rack(Pcoa�)= 1676 Ibs SLAB SPAN U Resisting Moment-Concrete Slab at Rack,MRST(elam=Pao�*L,/2= 84261 in*Ibs Load Combination#1: M,= 3968 in*Ibs LENGTH (LC) MRST(R-k) + MRST(slab)= 88176 in*lbs m Total Overturning FOS= 22.220 OK Q Load Combination#2: M oT= 2499 in*Ibs J M + M 86061 in*Ibs -- RST(Rack) RST(slab)- _-----------'- Total Overturning FOS= 34.432 OK 30-3-Full T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 47 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 84"Tall "3"5 Level 36-3 IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No WIDTH SHELF Total Load per shelf= 50 Ibs <---assumes(2)shelves per level DEPTH #of Levels= 5 Level Uniform Weight per level=8.33 psf/shelf Weight of Unit= 100 Ibs un Upright Frame anchorage spacing(Trib width)= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth(ea.side)= 18 in Shelf Load/Level/Frame h9= 0in h8= 0in S h7= 0in h5= 0in = h5= 20 in 100 Ibs h4= 19 in 100 Ibs h3= 20 in 100 Ibs hz= 19 in 100 Ibs cV h1= 6 in 100 Ibs = Total Shelf Height,H,= 84 in Unit Height,Hu=84 in Unit Base Depth,D= 24 in = Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): D Load Case 1*[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.01 [RMI sect 2.6.2,PLrf=1.01 Seismic(Cs)(l,)= 0.286 Ws(Cross-Aisle) Seismic(Cs)(l,)= 0.286 W.(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 324.5 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 167.0 Ibs Base Shear,V=Cj^= 92.8 Ibs Base Shear,V=CsloWs= 47.8 Ibs Horizontal forces per level,F.=C�V [RMI 2.6.61 Horizontal forces per level,F.=C,V [RMI 2.6.61 (Service Loads,E=0.7) Fs= 0.0 Ibs @ 0 in(CM) (Service Loads) FS= 0.0 Ibs Note: FS= 0.0lbs @ 0 in(CM) FS= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) FT= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) FS= 0.0 Ibs above the top of shelf at F5= 18.5 Ibs @ 90 in(CM) F5= 22.8 Ibs @ 90in(CM) each level. F4= 14.4 Ibs @ 70 in(CM) F4= 0.0 Ibs Fa= 10.5 Ibs @ 51 in(CM) F3= 0.0 Ibs F2= 6.4 Ibs @ 31 in(CM) FZ= 0.0 Ibs F,= 2.5 Ibs @ 12 in(CM) F,= 0.0 Ibs Fu= 12.9 Ibs @ 42 in(CM) Fu= 10.6 Ibs @ 42in(CM) If;= 92.8 Ibs (@ Factored Loads) Ef;= 47.8 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Efihi Calculate Overturning Moment(Service),MOT=Efihi MOT=3968 in-Ibs MOT=2499 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=5220 in-Ibs MRST=2400 in-Ibs Factor of Safety Factor of Safety FOS= 1.315 FOS= 0.960 NO UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Check Single Frame/Bay Overturning Stability: MOT(LC#1)= 3968 in-Ibs MOT(LC#2)= 2499 in-Ibs MRST(LC#1)= 5220 in-Ibs MRST(LC#2)= 2400 in-Ibs 'I"w x 22GA STEEL FOS=MRST/MOT= 1.315 <1.0 AB Reqd FOS=MRST/MOT= 0.960 <1.5 AB Regd I ANCHOR STRAP >ABs Reqd at Each Frame-FOS<1.0 at LC#1 or LC#2 4e PLACE STRAP AT EACH END FRAME _ AND 8'-0"oc(MAX)AT Base Reactions: -- - - -- INTERIOR FRAMES, Reactions(Service Loads): LC#1 LC#2 I o TVP/uNo. R"= 321bs 171bs n U (1)ANCHOR BOLT PER STRAP, R�= 0lbs (No Uplift) 4lbs (Uplift) TYP/uNo. Overturning FOS= 1.315 <1.5-ABs Regd 0.960 <1.5ABRegd 1.5hef11.5hef Sliding Restraint force,RRST/FOS=82lbs/2.52>=1.5 OK 47lbs/2.805>=1.5 OK I Reactions(Factored Loads): LC#1 LC#2 Base Shear(Run)= 93 Ibs 48 Ibs Tension Allowables Net Uplift(Ru)= 0 Ibs 223 Ibs Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Overturning+Gravity(Pu)= 671 Ibs 340 Ibs Concrete Breakout,(0.75)�N�ba= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1b Pullout Strength,(0.75)ONpn= NA <--ACI 318-19 Eq 17.6.3.1 Anchor Design(using"Cracked Concrete"Properties) LC#1 LC#2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Factored Tension Load(Nu)= 0 Ibs 223 Ibs Embedment= 2.5 in max tension stress ratio(TSR)= 0.000 OK 0.130 OK f'n= 3500 psi Shear Allowables e = 0 in <---Eccen.Of Anchor Steel Strength,�Vsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b h�= 2 in 1.5(ha,)=3.000 in Concrete breakout,Vub9= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1 b Ca= 3.5 in 1.5(ce)=5.250 in Concrete pryout,�Vchu= 2460 Ibs <--ACI 318-19 Eq 17.7.3.1 b Conc.thickness,t= 4 in LC#1 LC#2 #of Anchors,n= 1 -anchors per connection Factored Shear Load(Vu)= 93 Ibs 48 Ibs Sx= 0 in Max shear stress ratio(VSR)= 0.075 OK 0.039 OK Ase= 0.051 inA2 Combined shear and tension stress ratio(TSR+VSR)= 0.169 <1.2 OK-LC#2(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 36-3-Full T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 48 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 84"Tall "3" 5 Level 36-3 IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X-X H 2 L. (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(Pa)= 671 Ibs - -_Q-- ---I Slab Concrete Vc= 3500 psi l a d Slab thickness(t)= 4 in. I. 3-- Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. . a.I br,= 24.00 in. >1 P= 1.00 Vn= 22718 Ibs Table 14.5.5.11 1 a N Vn max= 15145 Ibs Table 14.5.5.1 1 a % \ +Vn= 9087lbs °=--� VAVn= 0.074<1.0 O.K. �b0 (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER-UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 386 Ibs ! Total Equiv.Uniform Load ,rl Area regd.for bearing(Arend)= 0.26 ft al 3 "b"distance= 6.09 in R-V • • • • • • . . . . -r! Slab thickness(t)= 4.00 in R V S=(110)2/6= 2.67 in3/in x_4 a . . . . . -xx Ma,(an.edend) - °a!' �Ma,(tension allowable)=Q7.5)[(f'j2I(S)= 710 in-lb/in Factored uniform bearing,w =P /Arend= 18.11 lb/in/in V M, (at delleeeN ena) rla Mr,=w.L2/3=(w„)[(b-(2"))/2)2)/3= 25.21 in-lb/in-Defl.End M1=13 in-lb/in been - 6 MANIn(= 0.036<1.0O.K. Mx -!(11-aae) a22T1 e M, Xmas. at deflected and �p1ll MOmeM Maw,, de . . . . . . . . . . . -tv(It—aa a 24E1 Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 24in BASE DEPTH Slab thickness(t)= 4.0 in D Modulus of Rupture,fr=7.5*SQRT(fc)= 443.7 psi Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in3/ft Allowable Concrete Slab Bending Moment,Mall=S*fr= 1183.2 ft*Ibs/ft (n Effective Cantilever Span Length(L.)at Mall= 6.9 ft Total Length of Slab(1�+Width of Single Rack)= 8.9 ft EFFECTIVE W Trib.Width of Slab=Trib width of Rack= 4.0ftare CANTILEVERED z Weight of Concrete Slab at Rack(Pcoa�)= 1776 Ibs SLAB SPAN U Resisting Moment-Concrete Slab at Rack,MRST(elam=Pao�*L,/2= 94616 in*Ibs Load Combination#1: M,= 3968 in*Ibs LENGTH (LC) MRST(R-k) + MRST(slab)= 99836 in*lbs m Total Overturning FOS= 25.159 OK Q Load Combination#2: M oT= 2499 in*Ibs J M + M 97016 in*Ibs -- RST(Rack) RST(slab)- _-----------'- Total Overturning FOS= 38.815 OK 36-3-Full T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 49 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 120"Tall "FW"3 Level 36FW IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 WIDTH SHELF Supported on Elevated Floor(Y/N): No DEPTH Total Load per shelf= 50 Ibs <---assumes(2)shelves per level #of Levels= 3 LEVEL-FW Uniform Weight per level=8.33 psf/shelf Weight of Unit= 100 Ibs Upright Frame anchorage spacing(Trib width)= 4 ft (Frames are assumed to be 4'-O"oc) Shelf depth(ea.side)= 18 in Shelf Load/Level/Frame Al h9= 0in h8= 0in h7= 0in o h5= 0in = _ h5= 0in h4= 0in = h3= 66 in 100 Ibs hz= 12 in 100 Ibs h1= 6 in 100 Ibs = Total Shelf Height,H,= 84 in Unit Height,Hu= 120 in _ Unit Base Depth,D= 24 in _ Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): Load Case 1*[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.01 [RMI sect 2.6.2,PLrf=1.01 Seismic(Cs)(l,)= 0.286 Ws(Cross-Aisle) Seismic(Cs)(l,)= 0.286 W.(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 234.7 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 167.0 Ibs Base Shear,V=Cj^= 67.1 Ibs Base Shear,V=CsloWs= 47.8 Ibs Horizontal forces per level,F.=C�V [RMI 2.6.61 Horizontal forces per level,F.=C,V [RMI 2.6.61 (Service Loads,E=0.7) Fs= 0.0 Ibs @ 0 in(CM) (Service Loads) FS= 0.0 Ibs Note: FS= 0.0lbs @ 0 in(CM) FS= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) FT= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) FS= 0.0 Ibs above the top of shelf at F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs each level. F4= 0.0 Ibs @ 0 in(CM) F4= 0.0 Ibs Fa= 19.6 Ibs @ 90 in(CM) F3= 20.1 Ibs @ 90in(CM) F2= 5.2 Ibs @ 24 in(CM) FZ= 0.0 Ibs F,= 2.6 Ibs @ 12 in(CM) F,= 0.0 Ibs Fu= 19.5 Ibs @ 60 in(CM) Fu= 13.4 Ibs @ 60in(CM) If;= 67.1 Ibs (@ Factored Loads) Ef;= 47.8 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Efihi Calculate Overturning Moment(Service),MOT=Efihi MOT=3095 in-Ibs MOT=2609 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=3612 in-Ibs MRST=2400 in-Ibs Factor of Safety Factor of Safety FOS= 1.167 FOS= 0.920 NO UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Check Single Frame/Bay Overturning Stability: MOT(LC#1)= 3095 in-Ibs MOT(LC#2)= 2609 in-Ibs MRST(LC#1)= 3612 in-Ibs MRST(LC#2)= 2400 in-Ibs 'I"w x 22GA STEEL FOS=MRST/MOT= 1.167 <1.0 AB Reqd FOS=MRST/MOT= 0.920 <1.5 AB Reqd I ANCHOR STRAP >ABs Reqd at Each Frame-FOS<7.0 at LC#1 or LC#2 4e PLACE STRAP AT EACH END FRAME _ AND 8'-0"oc(MAX)AT Base Reactions: -- - - -- INTERIOR FRAMES, Reactions(Service Loads): LC#1 LC#2 I o TVP/uNo. Rh= 241bs 171bs n U ( )ANCHOR BOLT PER STRAP, R�= 0lbs (No Uplift) 9lbs (Uplift) TYP/uNo. Overturning FOS= 1.167 <1.5-ABs Reqd 0.920 <1.5ABReqd 1.5hef11.5hef Sliding Restraint force,RRST/FOS=62lbs/2.62>=1.5 OK 48lbs/2.873>=1.5 OK I Reactions(Factored Loads): LC#1 LC#2 Base Shear(Run)= 67 Ibs 48 Ibs Tension Allowables Net Uplift(Ru)= 0 Ibs 236 Ibs Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Overturning+Gravity(Pu)= 493 Ibs 350 Ibs Concrete Breakout,(0.75)�N�ba= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1b Pullout Strength,(0.75)ONpn= NA <--ACI 318-19 Eq 17.6.3.1 Anchor Design(using"Cracked Concrete"Properties) LC#1 LC#2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Factored Tension Load(Nu)= 0 Ibs 236 Ibs Embedment= 2.5 in max tension stress ratio(TSR)= 0.000 OK 0.138 OK f'�= 3500 psi Shear Allowables e = 0 in <---Eccen.Of Anchor Steel Strength,�Vsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b h�= 2 in 1.5(ha,)=3.000 in Concrete breakout,Vub9= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1 b Ca= 3.5 in 1.5(ce)=5.250 in Concrete pryout,�Vchu= 2460 Ibs <--ACI 318-19 Eq 17.7.3.1 b Conc.thickness,t= 4 in LC#1 LC#2 #of Anchors,n= 1 -anchors per connection Factored Shear Load(Vu)= 67 Ibs 48 Ibs Sx= 0 in Max shear stress ratio(VSR)= 0.054 OK 0.039 OK Ase= 0.051 inA2 Combined shear and tension stress ratio(TSR+VSR)= 0.176 <1.2 OK-LC#2(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 36FW-Full T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 50 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 120"Tall "FW"3 Level 36FW IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X-X H 2 L. (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(P.)= 493 Ibs - -_Q-- ---I Slab Concrete Vc= 3500 psi l a d Slab thickness(t)= 4 in. I. 3-- Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. . a.I br,= 24.00 in. >1 P= 1.00 Vn= 22718 Ibs Table 14.5.5.11 1 a N Vn max= 15145 Ibs Table 14.5.5.1 1 a % \ +Vn= 9087lbs °=--� VAVn= 0.054<1.0 O.K. �b0 (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER-UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 275 Ibs ! Total Equiv.Uniform Load ,rl Area regd.for bearing(Arend)= 0.18 ft al -3 "b"distance= 5.14 in R-V • • • • • • . . . . -r! Slab thickness(t)= 4.00 in R V S=(110)2/6= 2.67 in3/in x_4 a . . . . . -xx Ma,(an.edend) - °a!' �Me,(tension allowable)=Q7.5)[(f'J"21(S)= 710 in-lb/in Factored uniform bearing,w =P /Arend= 18.67 lb/in/in V M, (at delleeeN ena) rla Mr,=w.L2/3=(w.)[(b-(2"))/2)21/3= 15.32 in-lb/in-Defl.End M1=8 in-lb/in been - 6 MANIn(= 0.022<1.0O.K. Mx -!(11-aae) a22T1 e M, Xmas. at deflected and �p1ll MOmeM M..,, de . . . . . . . . . . . -tv(It—aa a 24E1 Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 24in BASE DEPTH Slab thickness(t)= 4.0 in D Modulus of Rupture,fr=7.5*SQRT(fc)= 443.7 psi Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in3/ft Allowable Concrete Slab Bending Moment,Mall=S*fr= 1183.2 ft*Ibs/ft (n Effective Cantilever Span Length(L.)at M.11= 6.9 ft Total Length of Slab(1�+Width of Single Rack)= 8.9 ft EFFECTIVE W Trib.Width of Slab=Trib width of Rack= 4.0ftare CANTILEVERED z Weight of Concrete Slab at Rack(Pcoe�)= 1776 Ibs SLAB SPAN U Resisting Moment-Concrete Slab at Rack,MRST(e11)=Pao�*L,/2= 94616 in*Ibs Load Combination#1: M,= 3095 in*Ibs LENGTH (LC) MRST(R-k) + MRST(sleb)= 98228 in*Ibs m Total Overturning FOS= 31.739 OK Q Load Combination#2: M oT= 2609 in*Ibs J MRST(Rack) + MRST(sleb)= 97016 in*Ibs ------------------------------- Total Overturning FOS= 37.186 OK 36FW-Full T-Frame JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 51 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 54"Tall "S" 5 Level 36S IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No WIDTH SHELF Total Load per shelf= 125 Ibs <---assumes(2)shelves per level DEPTH #of Levels= 5 Level Uniform Weight per level=20.83 psf/shelf Weight of Unit= 100 Ibs un Upright Frame anchorage spacing(Trib width)= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth(ea.side)= 18 in Shelf Load/Level/Frame h9= 0in h8= 0in S h/= 0in h5= 0in = h5= 12 in 250 Ibs h4= 12 in 250 Ibs h3= 12 in 250 Ibs hz= 12 in 250 Ibs cV h1= 6 in 250 Ibs = Total Shelf Height,H,= 54 in Unit Height,Hu=54 in Unit Base Depth,D= 24 in = Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): D Load Case 1*[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.01 [RMI sect 2.6.2,PLrf=1.01 Seismic(C,)(l,)= 0.286 Ws(Cross-Aisle) Seismic(C,)(l,)= 0.286 W.(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 661.1 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 267.5 Ibs Base Shear,V=Cj^= 189.2 Ibs Base Shear,V=CsloWs= 76.5 Ibs Horizontal forces per level,F.=C�V [RMI 2.6.61 Horizontal forces per level,F.=C�V [RMI 2.6.61 (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) FS= 0.0 Ibs Note: F8= 0.0lbs @ 0 in(CM) F8= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) FT= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F8= 0.0 Ibs above the top of shelf at F5= 40.5 Ibs @ 60 in(CM) F5= 45.4 Ibs @ 60in(CM) each level. F4= 32.4 Ibs @ 48 in(CM) F4= 0.0 Ibs Fa= 24.3 Ibs @ 36 in(CM) F3= 0.0 Ibs F2= 16.2 Ibs @ 24 in(CM) FZ= 0.0 Ibs F,= 8.1 Ibs @ 12 in(CM) F,= 0.0 Ibs Fu= 10.9 Ibs @ 27 in(CM) Fu= 8.2 Ibs @ 27in(CM) If;= 189.2 Ibs (@ Factored Loads) Ef;= 76.5 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Efihi Calculate Overturning Moment(Service),MOT=Efihi MOT=5641 in-Ibs MOT=2945 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST= 11250 in-Ibs MRST=4200 in-Ibs Factor of Safety Factor of Safety FOS= 1.994 FOS= 1.426 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-ANCHORS REQUIRED Check Single Frame/Bay Overturning Stability: MOT(LC#1)= 5641 in-Ibs MOT(LC#2)= 2945 in-Ibs MRST(LC#1)= 11250 in-Ibs MRST(LC#2)= 4200 in-Ibs 'I"w x 22GA STEEL FOS=MRST/MOT= 1.994 z 1.5 No AB Reqd FOS=MRST/MOT= 1.426 <1.5 AB Reqd I ANCHOR STRAP >ABs Reqd-FOS<1.5 at LC#2 4e PLACE STRAP AT EACH END FRAME _ AND 8'-O"oc(MAX)AT Base Reactions: -- - - -- INTERIOR FRAMES, Reactions(Service Loads): LC#1 LC#2 I o TVP/ONO. Rh= 661bS 271bS n U ( )ANCHOR BOLT PER STRAP, R�= 0lbs (No Uplift) 0lbs (No Uplift) TYP/UNO. Overturning FOS= 1.994 -1.5 1.426 <1.5ABRegd 1.5hef11.5hef Sliding Restraint force,RRST/FOS= 141lbs/2.136>=1.5 OK 64lbs/2.393>=1.5 OK I Reactions(Factored Loads): LC#1 LC#2 Base Shear(Ruh)= 189 Ibs 77 Ibs Tension Allowables Net Uplift(Ru)= 0 Ibs 0 Ibs Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Overturning+Gravity(Pu)= 1195 Ibs 455 Ibs Concrete Breakout,(0.75)�N�ba= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1b Pullout Strength,(0.75)ONpn= NA <--ACI 318-19 Eq 17.6.3.1 Anchor Design(using"Cracked Concrete"Properties) LC#1 LC#2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Factored Tension Load(Nu)= 0 Ibs 0 Ibs Embedment= 2.5 in max tension stress ratio(TSR)= 0.000 OK 0.000 OK f'n= 3500 psi Shear Allowables e = 0 in <---Eccen.Of Anchor Steel Strength,�Vsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b h�= 2 in 1.5(ha,)=3.000 in Concrete breakout,Vub9= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1 b Ca= 3.5 in 1.5(ce)=5.250 in Concrete pryout,�Vchu= 2460 Ibs <--ACI 318-19 Eq 17.7.3.1 b Conc.thickness,t= 4 in LC#1 LC#2 #of Anchors,IT= 1 -anchors per connection Factored Shear Load(Vu)= 189 Ibs 77 Ibs Sx= 0 in Max shear stress ratio(VSR)= 0.153 OK 0.062 OK Ase= 0.051 inA2 Combined shear and tension stress ratio(TSR+VSR)= 0.153 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 36S-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 52 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 54"Tall "S" 5 Level 36S IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X-X H 2 L. (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(P.)= 1195 Ibs - -_Q-- ---I Slab Concrete Vc= 3500 psi l a d Slab thickness(t)= 4 in. I. 3-- Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. . a.I br,= 24.00 in. >1 P= 1.00 Vn= 22718 Ibs Table 14.5.5.11 1 a N Vn max= 15145 Ibs Table 14.5.5.1 1 a % \ +Vn= 9087lbs °=--� VAVn= 0.132<1.0 O.K. �b0 (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER-UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 749 Ibs ! Total Equiv.Uniform Load ,rl Area regd.for bearing(Arend)= 0.50 ft al -3 "b"distance= 8.48 in R-V • • • • • • . . . . -r! Slab thickness(t)= 4.00 in R V S=(110)2/6= 2.67 in3/in x_4 a . . . . . -xx Ma,(an.edend) - °a!' �Me,(tension allowable)=Q7.5)[(f'J"21(S)= 710 in-lb/in Factored uniform bearing,w =P /Arend= 16.62 lb/in/in V M, (at delleeeN ena) rla Mu=w.L2/3=(wu)[(b-(2"))/2)21/3= 58.15 in-lb/in-Defl.End M1=30 in-lb/in been - 6 MANIn(= 0.082<1.0O.K. Mx -!(11-aae) a22T1 e M, Xmas. at deflected and �p1ll MOmeM M..,, de . . . . . . . . . . . -tv(It—aa a 24E1 Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 24in BASE DEPTH Slab thickness(t)= 4.0 in D Modulus of Rupture,fr=7.5*SQRT(fc)= 443.7 psi Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in3/ft Allowable Concrete Slab Bending Moment,Mall=S*fr= 1183.2 ft*Ibs/ft (n Effective Cantilever Span Length(L.)at M.11= 6.9 ft Total Length of Slab(1�+Width of Single Rack)= 8.9 ft EFFECTIVE W Trib.Width of Slab=Trib width of Rack= 4.0ftare CANTILEVERED z Weight of Concrete Slab at Rack(Pcoe�)= 1776 Ibs SLAB SPAN U Resisting Moment-Concrete Slab at Rack,MRST(e11)=Pao�*L,/2= 94616 in*Ibs Load Combination#1: M,= 5641 in*Ibs LENGTH (LC) MRST(R-k) + MRST(sleb)= 105866 in*Ibs m Total Overturning FOS= 18.766 OK Q Load Combination#2: M oT= 2945 in*Ibs J MRST(Rack) + MRST(sleb)= 98816 in*Ibs ------------------------------- Total Overturning FOS= 33.555 OK 36S-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 53 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 60"Tall "T"5 Level 36T IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No WIDTH SHELF Total Load per shelf= 125 Ibs <---assumes(2)shelves per level DEPTH #of Levels= 5 Level Uniform Weight per level=20.83 psf/shelf Weight of Unit= 100 Ibs un Upright Frame anchorage spacing(Trib width)= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth(ea.side)= 18 in Shelf Load/Level/Frame h9= 0in h8= 0in S h/= 0in h5= 0in = h5= 13.5 in 250 Ibs h4= 13.5 in 250 Ibs h3= 13.5 in 250 Ibs hz= 13.5 in 250 Ibs cV h1= 6 in 250 Ibs = Total Shelf Height,H,= 60 in Unit Height,Hu=60 in Unit Base Depth,D= 24 in = Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): D Load Case 1*[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.01 [RMI sect 2.6.2,PLrf=1.01 Seismic(C,)(l,)= 0.286 Ws(Cross-Aisle) Seismic(C,)(l,)= 0.286 W.(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 661.1 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 267.5 Ibs Base Shear,V=Cj^= 189.2 Ibs Base Shear,V=CsloWs= 76.5 Ibs Horizontal forces per level,F.=C�V [RMI 2.6.61 Horizontal forces per level,F.=C�V [RMI 2.6.61 (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) FS= 0.0 Ibs Note: F3= 0.0lbs @ 0 in(CM) F3= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) FT= 0.0 Ibs Mass typically 6 inches F3= 0.0 Ibs @ 0 in(CM) F3= 0.0 Ibs above the top of shelf at F5= 41.0 Ibs @ 66 in(CM) F5= 45.3 Ibs @ 66in(CM) each level. F4= 32.7 Ibs @ 52.5 in(CM) F4= 0.0 Ibs Fa= 24.3 Ibs @ 39 in(CM) F3= 0.0 Ibs F2= 15.9 Ibs @ 25.5 in(CM) FZ= 0.0 Ibs F,= 7.5 Ibs @ 12 in(CM) F,= 0.0 Ibs Fu= 11.1 Ibs @ 30 in(CM) Fu= 8.2 Ibs @ 30in(CM) If;= 189.2 Ibs (@ Factored Loads) Ef;= 76.5 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ffihi Calculate Overturning Moment(Service),MOT=Efihi MOT=6197 in-Ibs MOT=3239 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST= 11250 in-Ibs MRST=4200 in-Ibs Factor of Safety Factor of Safety FOS= 1.815 FOS= 1.297 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-ANCHORS REQUIRED Check Single Frame/Bay Overturning Stability: MOT(LC#1)= 6197 in-Ibs MOT(LC#2)= 3239 in-Ibs MRST(LC#1)= 11250 in-Ibs MRST(LC#2)= 4200 in-Ibs 'I"w x 22GA STEEL FOS=MRST/MOT= 1.815 z 1.5 No AB Reqd FOS=MRST/MOT= 1.297 <1.5 AB Reqd I ANCHOR STRAP >ABs Reqd-FOS<1.5 at LC#2 4e PLACE STRAP AT EACH END FRAME _ AND 8'-O"oc(MAX)AT Base Reactions: -- - - -- INTERIOR FRAMES, Reactions(Service Loads): LC#1 LC#2 I o TVP/ONO. Rh= 661bS 271bS n U ( )ANCHOR BOLT PER STRAP, R�= 0lbs (No Uplift) 0lbs (No Uplift) TYP/UNO. Overturning FOS= 1.815 -1.s 1.297 <1.5ABRegd 1.5hef11.5hef Sliding Restraint force,RRST/FOS= 147lbs/2.223>=1.5 OK 67lbs/2.508>=1.5 OK I Reactions(Factored Loads): LC#1 LC#2 Base Shear(Ruh)= 189 Ibs 77 Ibs Tension Allowables Net Uplift(Ru)= 0 Ibs 0 Ibs Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Overturning+Gravity(Pu)= 1245 Ibs 481 Ibs Concrete Breakout,(0.75)�N�ba= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1b Pullout Strength,(0.75)ONpn= NA <--ACI 318-19 Eq 17.6.3.1 Anchor Design(using"Cracked Concrete"Properties) LC#1 LC#2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Factored Tension Load(Nu)= 0 Ibs 0 Ibs Embedment= 2.5 in max tension stress ratio(TSR)= 0.000 OK 0.000 OK f'n= 3500 psi Shear Allowables e = 0 in <---Eccen.Of Anchor Steel Strength,�Vsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b h�= 2 in 1.5(ha,)=3.000 in Concrete breakout,Vub9= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1 b Ca= 3.5 in 1.5(ce)=5.250 in Concrete pryout,�Vchu= 2460 Ibs <--ACI 318-19 Eq 17.7.3.1 b Conc.thickness,t= 4 in LC#1 LC#2 #of Anchors,IT= 1 -anchors per connection Factored Shear Load(Vu)= 189 Ibs 77 Ibs Sx= 0 in Max shear stress ratio(VSR)= 0.153 OK 0.062 OK Ase= 0.051 inA2 Combined shear and tension stress ratio(TSR+VSR)= 0.153 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 36T-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 54 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 60"Tall "T"5 Level 36T IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X-X H 2 L. (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(P.)= 1245 Ibs - -_Q-- ---I Slab Concrete Vc= 3500 psi l a d Slab thickness(t)= 4 in. I. 3-- Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. . a.I br,= 24.00 in. >1 P= 1.00 Vn= 22718 Ibs Table 14.5.5.11 1 a N Vn max= 15145 Ibs Table 14.5.5.1 1 a % \ +Vn= 9087lbs °=--� VAVn= 0.137<1.0 O.K. �b0 (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER-UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 767 Ibs ! Total Equiv.Uniform Load ,rl Area regd.for bearing(Arend)= 0.51 ft al -3 "b"distance= 8.58 in R-V • • • • • • . . . . -r! Slab thickness(t)= 4.00 in R V S=(110)2/6= 2.67 in3/in x_4 a . . . . . -xx Ma,(an.edend) - °a!' �Me,(tension allowable)=Q7.5)[(f'J"21(S)= 710 in-lb/in Factored uniform bearing,w =P /Arend= 16.91 lb/in/in V M, (at delleeeN ena) rla Mu=w.L2/3=(wu)[(b-(2"))/2)21/3= 61.02 in-lb/in-Defl.End M1=31 in-lb/in been - 6 MANIn(= 0.086<1.0 O.K. Mx -!(11-aaa) a22T1 e M, Xmas. at deflected and �p1ll MOmeM M..,, de . . . . . . . . . . . -tv(It—aa a 24E1 Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 24in BASE DEPTH Slab thickness(t)= 4.0 in D Modulus of Rupture,fr=7.5*SQRT(fc)= 443.7 psi Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in3/ft Allowable Concrete Slab Bending Moment,Mall=S*fr= 1183.2 ft*Ibs/ft (n Effective Cantilever Span Length(L.)at M.11= 6.9 ft Total Length of Slab(1�+Width of Single Rack)= 8.9 ft EFFECTIVE W Trib.Width of Slab=Trib width of Rack= 4.0ftare CANTILEVERED z Weight of Concrete Slab at Rack(Pcoe�)= 1776 Ibs SLAB SPAN U Resisting Moment-Concrete Slab at Rack,MRST(e11)=Pao�*L,/2= 94616 in*Ibs Load Combination#1: M,= 6197 in*Ibs LENGTH (LC) MRST(R-k) + MRST(sleb)= 105866 in*Ibs m Total Overturning FOS= 17.082 OK Q Load Combination#2: M oT= 3239 in*Ibs J MRST(Rack) + MRST(sleb)= 98816 in*Ibs ------------------------------- Total Overturning FOS= 30.505 OK 36T-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 55 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 78"Tall "V" 5 Level 36V IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No WIDTH SHELF Total Load per shelf= 125 Ibs <---assumes(2)shelves per level DEPTH #of Levels= 5 Level Uniform Weight per level=20.83 psf/shelf Weight of Unit= 100 Ibs un Upright Frame anchorage spacing(Trib width)= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth(ea.side)= 18 in Shelf Load/Level/Frame h9= 0in h8= 0in S h7= 0in h5= 0in = h5= 18 in 250 Ibs h4= 18 in 250 Ibs h3= 18 in 250 Ibs hz= 18 in 250 Ibs cV h1= 6 in 250 Ibs = Total Shelf Height,H,= 78 in Unit Height,Hu=78 in Unit Base Depth,D= 24 in = Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): D Load Case 1*[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.01 [RMI sect 2.6.2,PLrf=1.01 Seismic(Cs)(l,)= 0.286 Ws(Cross-Aisle) Seismic(Cs)(l,)= 0.286 W.(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 661.1 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 267.5 Ibs Base Shear,V=Cj^= 189.2 Ibs Base Shear,V=CsloWs= 76.5 Ibs Horizontal forces per level,F.=C�V [RMI 2.6.61 Horizontal forces per level,F.=C�V [RMI 2.6.61 (Service Loads,E=0.7) Fs= 0.0 Ibs @ 0 in(CM) (Service Loads) FS= 0.0 Ibs Note: F8= 0.0lbs @ 0 in(CM) F8= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F8= 0.0 Ibs above the top of shelf at F5= 42.2 Ibs @ 84 in(CM) F5= 45.2 Ibs @ 84in(CM) each level. F4= 33.2 Ibs @ 66 in(CM) F4= 0.0 Ibs Fa= 24.1 Ibs @ 48 in(CM) F3= 0.0 Ibs F2= 15.1 Ibs @ 30 in(CM) FZ= 0.0 Ibs F,= 6.0 Ibs @ 12 in(CM) F,= 0.0 Ibs Fu= 11.7 Ibs @ 39 in(CM) Fu= 8.4 Ibs @ 39in(CM) If;= 189.2 Ibs (@ Factored Loads) Ef;= 76.5 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ffihi Calculate Overturning Moment(Service),MOT=Efihi MOT=7880 in-Ibs MOT=4123 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST= 11250 in-Ibs MRST=4200 in-Ibs Factor of Safety Factor of Safety FOS= 1.428 FOS= 1.019 NO UPLIFT-ANCHORS REQUIRED NO UPLIFT-ANCHORS REQUIRED Check Single Frame/Bay Overturning Stability: MOT(LC#1)= 7880 in-Ibs MOT(LC#2)= 4123 in-Ibs MRST(LC#1)= 11250 in-Ibs MRST(LC#2)= 4200 in-Ibs 'I"w x 22GA STEEL FOS=MRST/MOT= 1.428 <1.0 AB Reqd FOS=MRST/MOT= 1.019 <1.5 AB Reqd I ANCHOR STRAP -a ABs Reqd-FOS<1.5 for LC#1 and LC#2 4e PLACE STRAP AT EACH END FRAME _ AND 8'-0"oc(MAX)AT Base Reactions: -- - - -- INTERIOR FRAMES, Reactions(Service Loads): LC#1 LC#2 I O TYP/UNo. Rh= 661bS 271bS n U ( )ANCHOR BOLT PER STRAP, R�= 0lbs (No Uplift) 0lbs (No Uplift) TYP/UNO. Overturning FOS= 1.428 <1.5-ABs Reqd 1.019 <1.5ABReqd 1.5hef11.5hef Sliding Restraint force,RRST/FOS= 165lbs/2.488>=1.5 OK 761bs/2.851>=1.5 OK I Reactions(Factored Loads): LC#1 LC#2 Base Shear(Ruh)= 189 Ibs 77 Ibs Tension Allowables Net Uplift(Ru)= 0 Ibs 0 Ibs Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Overturning+Gravity(Pu)= 1394 Ibs 559 Ibs Concrete Breakout,(0.75)�N�ba= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1b Pullout Strength,(0.75)ONpn= NA <--ACI 318-19 Eq 17.6.3.1 Anchor Design(using"Cracked Concrete"Properties) LC#1 LC#2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Factored Tension Load(Nu)= 0 Ibs 0 Ibs Embedment= 2.5 in max tension stress ratio(TSR)= 0.000 OK 0.000 OK f'n= 3500 psi Shear Allowables e = 0 in <---Eccen.Of Anchor Steel Strength,�Vsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b h�= 2 in 1.5(ha,)=3.000 in Concrete breakout,Vub9= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1 b Ca= 3.5 in 1.5(ce)=5.250 in Concrete pryout,�Vchu= 2460 Ibs <--ACI 318-19 Eq 17.7.3.1 b Conc.thickness,t= 4 in LC#1 LC#2 #of Anchors,IT= 1 -anchors per connection Factored Shear Load(Vu)= 189 Ibs 77 lbs Sx= 0 in Max shear stress ratio(VSR)= 0.153 OK 0.062 OK Ase= 0.051 inA2 Combined shear and tension stress ratio(TSR+VSR)= 0.153 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 36V-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 56 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 78"Tall "V" 5 Level 36V IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X-X H 2 L. (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(P.)= 1394 Ibs - -_Q-- ---I Slab Concrete Vc= 3500 psi l a d Slab thickness(t)= 4 in. I. 3-- Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. . a.I br,= 24.00 in. >1 P= 1.00 Vn= 22718 Ibs Table 14.5.5.11 1 a N Vn max= 15145 Ibs Table 14.5.5.1 1 a % \ +Vn= 9087lbs °=--� VAVn= 0.153<1.0 O.K. �b0 (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER-UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 819 Ibs ! Total Equiv.Uniform Load ,rl Area regd.for bearing(Arend)= 0.55 ft al -3 "b"distance= 8.87 in R-V • • • • • • . . . . -r! Slab thickness(t)= 4.00 in R V S=(110)2/6= 2.67 in3/in x_4 a . . . . . -xx Ma,(an.edend) - °a!' �Me,(tension allowable)=Q7.5)[(f'J"21(S)= 710 in-lb/in Factored uniform bearing,w =P /Arend= 17.73 lb/in/in V M, (at delleeeN ena) rla Mu=w.L2/3=(wu)[(b-(2"))/2)21/3= 69.67 in-lb/in-Defl.End M1=35 in-lb/in been - 6 MANIn(= 0.098<1.0 O.K. Mx -!(11-30) a22T1 e M, Xmas. at deflected and �p1ll MOmeM M..,, de . . . . . . . . . . . -tv(It—aa a 24E1 Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 24in BASE DEPTH Slab thickness(t)= 4.0 in D Modulus of Rupture,fr=7.5*SQRT(fc)= 443.7 psi Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in3/ft Allowable Concrete Slab Bending Moment,Mall=S*fr= 1183.2 ft*Ibs/ft (n Effective Cantilever Span Length(L.)at M.11= 6.9 ft Total Length of Slab(1�+Width of Single Rack)= 8.9 ft EFFECTIVE W Trib.Width of Slab=Trib width of Rack= 4.0ftare CANTILEVERED z Weight of Concrete Slab at Rack(Pcoe�)= 1776 Ibs SLAB SPAN U Resisting Moment-Concrete Slab at Rack,MRST(e11)=Pao�*L,/2= 94616 in*Ibs Load Combination#1: MoT= 7880 in*Ibs LENGTH (LC) MRST(R-k) + MRST(sleb)= 105866 in*Ibs m Total Overturning FOS= 13.435 OK Q J Load Combination#2: MoT= 4123 in*Ibs MRST(Rack) + MRST(sleb)= 98816 in*Ibs ------------------------------- Total Overturning FOS= 23.968 OK 36V-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 57 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 90"Tall "X"5 Level 36X IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No WIDTH SHELF Total Load per shelf= 125 Ibs <---assumes(2)shelves per level DEPTH #of Levels= 5 Level Uniform Weight per level=20.83 psf/shelf Weight of Unit= 100 Ibs un Upright Frame anchorage spacing(Trib width)= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth(ea.side)= 18 in Shelf Load/Level/Frame h9= 0in h8= 0in S h7= 0in h5= 0in = h5= 21 in 250 Ibs h4= 21 in 250 Ibs h3= 21 in 250 Ibs hz= 21 in 250 Ibs cV h1= 6 in 250 Ibs = Total Shelf Height,H,= 90 in Unit Height,Hu=90 in Unit Base Depth,D= 24 in = Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): D Load Case 1*[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.01 [RMI sect 2.6.2,PLrf=1.01 Seismic(Cs)(l,)= 0.286 Ws(Cross-Aisle) Seismic(Cs)(l,)= 0.286 W.(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 661.1 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 267.5 Ibs Base Shear,V=Cj^= 189.2 Ibs Base Shear,V=CsloWs= 76.5 Ibs Horizontal forces per level,F.=C�V [RMI 2.6.61 Horizontal forces per level,F.=C�V [RMI 2.6.61 (Service Loads,E=0.7) Fs= 0.0 Ibs @ 0 in(CM) (Service Loads) FS= 0.0 Ibs Note: F8= 0.0lbs @ 0 in(CM) F8= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) FT= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F8= 0.0 Ibs above the top of shelf at F5= 42.8 Ibs @ 96 in(CM) F5= 45.1 Ibs @ 96in(CM) each level. F4= 33.5 Ibs @ 75 in(CM) F4= 0.0 Ibs Fa= 24.1 Ibs @ 54 in(CM) F3= 0.0 Ibs F2= 14.7 Ibs @ 33 in(CM) FZ= 0.0 Ibs F,= 5.4 Ibs @ 12 in(CM) F,= 0.0 Ibs Fu= 12.0 Ibs @ 45 in(CM) Fu= 8.5 Ibs @ 45in(CM) If;= 189.2 Ibs (@ Factored Loads) Ef;= 76.5 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Ffihi Calculate Overturning Moment(Service),MOT=Efihi MOT=9010 in-Ibs MOT=4712 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST= 11250 in-Ibs MRST=4200 in-Ibs Factor of Safety Factor of Safety FOS= 1.249 FOS= 0.891 NO UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED Check Single Frame/Bay Overturning Stability: MOT(LC#1)= 9010 in-Ibs MOT(LC#2)= 4712 in-Ibs MRST(LC#1)= 11250 in-Ibs MRST(LC#2)= 4200 in-Ibs 'I"w x 22GA STEEL FOS=MRST/MOT= 1.249 <1.0 AB Reqd FOS=MRST/MOT= 0.891 <1.5 AB Reqd I ANCHOR STRAP >ABs Reqd at Each Frame-FOS<1.0 at LC#1 or LC#2 4e PLACE STRAP AT EACH END FRAME _ AND 8'-0"oc(MAX)AT Base Reactions: -- - - -- INTERIOR FRAMES, Reactions(Service Loads): LC#1 LC#2 I o TVP/ONO. Rh= 661bS 271bS n U ( )ANCHOR BOLT PER STRAP, R�= 0lbs (No Uplift) 21lbs (Uplift) TYP/uNo. Overturning FOS= 1.249 <1.5-ABs Reqd 0.891 <1.5ABReqd 1.5hef11.5hef Sliding Restraint force,RRST/FOS= 176lbs/2.666>=1.5 OK 83lbs/3.08>=1.5 OK I Reactions(Factored Loads): LC#1 LC#2 Base Shear(Ruh)= 189 Ibs 77 Ibs Tension Allowables Net Uplift(Ru)= 0 Ibs 430 Ibs Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Overturning+Gravity(Pu)= 1495 Ibs 612 Ibs Concrete Breakout,(0.75)�N�ba= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1b Pullout Strength,(0.75)ONpn= NA <--ACI 318-19 Eq 17.6.3.1 Anchor Design(using"Cracked Concrete"Properties) LC#1 LC#2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Factored Tension Load(Nu)= 0 Ibs 430 Ibs Embedment= 2.5 in max tension stress ratio(TSR)= 0.000 OK 0.251 OK f'�= 3500 psi Shear Allowables e = 0 in <---Eccen.Of Anchor Steel Strength,�Vsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b h�= 2 in 1.5(ha,)=3.000 in Concrete breakout,Vub9= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1 b Ca= 3.5 in 1.5(ce)=5.250 in Concrete pryout,�Vchu= 2460 Ibs <--ACI 318-19 Eq 17.7.3.1 b Conc.thickness,t= 4 in LC#1 LC#2 #of Anchors,n= 1 -anchors per connection Factored Shear Load(Vu)= 189 Ibs 77 Ibs Sx= 0 in Max shear stress ratio(VSR)= 0.153 OK 0.062 OK Ase= 0.051 inA2 Combined shear and tension stress ratio(TSR+VSR)= 0.313 <1.2 OK-LC#2(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 36X-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 58 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 90"Tall "X"5 Level 36X IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X-X H 2 L. (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(P.)= 1495 Ibs - -_Q-- ---I Slab Concrete Vc= 3500 psi l a d Slab thickness(t)= 4 in. I. 3-- Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. . a.I br,= 24.00 in. >1 P= 1.00 Vn= 22718 Ibs Table 14.5.5.11 1 a N Vn max= 15145 Ibs Table 14.5.5.1 1 a % \ +Vn= 9087lbs °=--� VAVn= 0.165<1.0 O.K. �b0 (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER-UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 855 Ibs ! Total Equiv.Uniform Load ,rl Area regd.for bearing(Arend)= 0.57 ft al -3 "b"distance= 9.06 in R-V • • • • • • . . . . -r! Slab thickness(t)= 4.00 in R V S=(110)2/6= 2.67 in3/in x_4 a . . . . . -xx Ma,(an.edend) - °a!' �Me,(tension allowable)=Q7.5)[(f'J"21(S)= 710 in-lb/in Factored uniform bearing,w =P /Arend= 18.21 lb/in/in V M, (at delleeeN ena) rla Mu=w.L2/3=(wu)[(b-(2"))/2)21/3= 75.65 in-lb/in-Defl.End M1=38 in-lb/in been - 6 MANIn(= 0.107<1.0 O.K. Mx -!(11-aaa) a22T1 e M, Xmas. at deflected and �p1ll MOmeM M..,, de . . . . . . . . . . . -tv(It—aa a 24E1 Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 24in BASE DEPTH Slab thickness(t)= 4.0 in D Modulus of Rupture,fr=7.5*SQRT(fc)= 443.7 psi Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in3/ft Allowable Concrete Slab Bending Moment,Mall=S*fr= 1183.2 ft*Ibs/ft (n Effective Cantilever Span Length(L.)at M.11= 6.9 ft Total Length of Slab(1�+Width of Single Rack)= 8.9 ft EFFECTIVE W Trib.Width of Slab=Trib width of Rack= 4.0ftare CANTILEVERED z Weight of Concrete Slab at Rack(Pcoe�)= 1776 Ibs SLAB SPAN U Resisting Moment-Concrete Slab at Rack,MRST(e11)=Pao�*L,/2= 94616 in*Ibs Load Combination#1: MoT= 9010 in*Ibs LENGTH (LC) MRST(R-k) + MRST(sleb)= 105866 in*Ibs m Total Overturning FOS= 11.750 OK Q J Load Combination#2: MoT= 4712 in*Ibs MRST(Rack) + MRST(sleb)= 98816 in*Ibs ------------------------------- Total Overturning FOS= 20.971 OK 36X-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 59 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 90"Tall "X"5 Level 48X IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No WIDTH SHELF Total Load per shelf= 150 Ibs <---assumes(2)shelves per level DEPTH #of Levels= 5 Level Uniform Weight per level= 18.75 psf/shelf Weight of Unit= 100 Ibs un Upright Frame anchorage spacing(Trib width)= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth(ea.side)= 24 in Shelf Load/Level/Frame h9= 0in h8= 0in S h7= 0in h5= 0in = h5= 21 in 300 Ibs h4= 21 in 300 Ibs h3= 21 in 300 Ibs hz= 21 in 300 Ibs cV h1= 6 in 300 Ibs = Total Shelf Height,H,= 90 in Unit Height,Hu=90 in Unit Base Depth,D= 33 in = Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): D Load Case 1*[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.01 [RMI sect 2.6.2,PLrf=1.01 Seismic(C,)(l,)= 0.286 Ws(Cross-Aisle) Seismic(C,)(l,)= 0.286 W.(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 773.4 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 301.0 Ibs Base Shear,V=Cj^= 221.3 Ibs Base Shear,V=CsloWs= 86.1 Ibs Horizontal forces per level,F.=C�V [RMI 2.6.61 Horizontal forces per level,F.=C,V [RMI 2.6.61 (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) FS= 0.0 Ibs Note: F8= 0.0lbs @ 0 in(CM) F8= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) FT= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F8= 0.0 Ibs above the top of shelf at F5= 50.9 Ibs @ 96 in(CM) F5= 52.1 Ibs @ 96in(CM) each level. F4= 39.7 Ibs @ 75 in(CM) F4= 0.0 Ibs Fa= 28.6 Ibs @ 54 in(CM) F3= 0.0 Ibs F2= 17.5 Ibs @ 33 in(CM) FZ= 0.0 Ibs F,= 6.4 Ibs @ 12 in(CM) F,= 0.0 Ibs Fu= 11.9 Ibs @ 45 in(CM) Fu= 8.1 Ibs @ 45in(CM) If;= 221.3 Ibs (@ Factored Loads) Ef;= 86.1 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Efihi Calculate Overturning Moment(Service),MOT=Efihi MOT= 10594 in-Ibs MOT=5372 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=18233 in-Ibs MRST=6600 in-Ibs Factor of Safety Factor of Safety FOS= 1.721 FOS= 1.229 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-ANCHORS REQUIRED Check Single Frame/Bay Overturning Stability: MOT(LC#1)= 10594 in-Ibs MOT(LC#2)= 5372 in-Ibs MRST(LC#1)= 18233 in-Ibs MRST(LC#2)= 6600 in-Ibs 'I"w x 22GA STEEL FOS=MRST/MOT= 1.721 z 1.5 No AB Reqd FOS=MRST/MOT= 1.229 <1.5 AB Reqd I ANCHOR STRAP >ABs Reqd-FOS<1.5 at LC#2 4e PLACE STRAP AT EACH END FRAME _ AND 8'-O"oc(MAX)AT Base Reactions: -- - - -- INTERIOR FRAMES, Reactions(Service Loads): LC#1 LC#2 I o TVP/ONO. Rh= 771bs 301bs n U ( )ANCHOR BOLT PER STRAP, R�= 0lbs (No Uplift) 0lbs (No Uplift) TYP/UNO. Overturning FOS= 1.721 -1.5 1.229 <1.5ABRegd 1.5hef11.5hef Sliding Restraint force,RRST/FOS= 177lbs/2.284>=1.5 OK 78lbs/2.598>=1.5 OK I Reactions(Factored Loads): LC#1 LC#2 Base Shear(Ruh)= 221 Ibs 86 Ibs Tension Allowables Net Uplift(Ru)= 0 Ibs 0 Ibs Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Overturning+Gravity(Pu)= 1504 Ibs 565 Ibs Concrete Breakout,(0.75)�N�ba= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1b Pullout Strength,(0.75)ONpn= NA <--ACI 318-19 Eq 17.6.3.1 Anchor Design(using"Cracked Concrete"Properties) LC#1 LC#2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Factored Tension Load(Nu)= 0 Ibs 0 Ibs Embedment= 2.5 in max tension stress ratio(TSR)= 0.000 OK 0.000 OK f'n= 3500 psi Shear Allowables e = 0 in <---Eccen.Of Anchor Steel Strength,�Vsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b h�= 2 in 1.5(ha,)=3.000 in Concrete breakout,Vub9= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1 b Ca= 3.5 in 1.5(ce)=5.250 in Concrete pryout,�Vchu= 2460 Ibs <--ACI 318-19 Eq 17.7.3.1 b Conc.thickness,t= 4 in LC#1 LC#2 #of Anchors,IT= 1 -anchors per connection Factored Shear Load(Vu)= 221 Ibs 86 Ibs Sx= 0 in Max shear stress ratio(VSR)= 0.179 OK 0.070 OK Ase= 0.051 inA2 Combined shear and tension stress ratio(TSR+VSR)= 0.179 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 48X-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 60 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 90"Tall "X"5 Level 48X IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X-X H 2 L. (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(P.)= 1504 Ibs - -_Q-- ---I Slab Concrete Vc= 3500 psi l a a Slab thickness(t)= 4 in. I. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. . a.I br,= 24.00 in. >1 P= 1.00 Vn= 22718 Ibs Table 14.5.5.11 1 a N Vn max= 15145 Ibs Table 14.5.5.1 1 a % \ +Vn= 9087lbs * °=--� VAVn= 0.166<1.0 O.K. �b0 (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER-UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 918 Ibs ! Total Equiv.Uniform Load ,rl Area regd.for bearing(Arend)= 0.61 ft al -3 "b"distance= 9.39 in R-V • • • • • • . . . . -r! Slab thickness(t)= 4.00 in R V S=(11(02/6= 2.67 in3/in a-ti a . . . . . -rx Mt(a } edend) - °a!a �Me,(tension allowable)=Q7.5)[(f'J"21(S)= 710 in-lb/in Factored uniform bearing,w =P /A- = 17.07 lb/in/in 017V M. (at delleeeN end rla Mu=w.L2/3=(wu)[(b-(2"))/2)21/3= 77.62 in-lb/in-Defl.End Mill 39 in-lb/in "ear 6 MANIn(= 0.109<1.0 O.K. M, (11 —30) .42271 atdaeda ama.. ( .1e) 2411 ItOmaM M'n %. . . . . . . . . . . . -av(la—aa)a 24E1 Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 33in BASE DEPTH Slab thickness(t)= 4.0 in D Modulus of Rupture,fr=7.5*SQRT(fc)= 443.7 psi Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in3/ft Allowable Concrete Slab Bending Moment,Mall=S*fr= 1183.2 ft*Ibs/ft (n Effective Cantilever Span Length(L.)at Me11= 6.9 ft Total Length of Slab(1�+Width of Single Rack)= 9.6 ft EFFECTIVE W Trib.Width of Slab=Trib width of Rack= 4.0ft CANTILEVERED z Weight of Concrete Slab at Rack(Pcoe�)= 1926 Ibs SLAB SPAN U Resisting Moment-Concrete Slab at Rack,MRST(e11)=Pao�*L,/2= 111275 in*Ibs Load Combination#1: M,= 10594 in*Ibs LENGTH (Lc) MRST(R-k) + MRST(eleb)= 129507 in*lbs m Total Overturning FOS= 12.225 OK Q Load Combination#2: M oT= 5372 in*Ibs J C/) � MRST(R.k) + MRST(eleb)= 117875 in*Ibs ------------------------------- Total Overturning FOS= 21.942 OK 48X-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 61 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 84"Tall "W" 5 Level 52W IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No WIDTH SHELF Total Load per shelf= 150 Ibs <---assumes(2)shelves per level DEPTH #of Levels= 5 Level Uniform Weight per level= 17.31 psf/shelf Weight of Unit= 100 Ibs un Upright Frame anchorage spacing(Trib width)= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth(ea.side)= 26 in Shelf Load/Level/Frame h9= 0in h8= 0in S h7= 0in h5= 0in = h5= 20 in 300 Ibs h4= 19 in 300 Ibs h3= 20 in 300 Ibs hz= 19 in 300 Ibs cV h1= 6 in 300 Ibs = Total Shelf Height,H,= 84 in Unit Height,Hu=84 in Unit Base Depth,D= 37 in = Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): D Load Case 1*[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.01 [RMI sect 2.6.2,PLrf=1.01 Seismic(C,)(l,)= 0.286 Ws(Cross-Aisle) Seismic(C,)(l,)= 0.286 W.(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 773.4 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 301.0 Ibs Base Shear,V=Cj^= 221.3 Ibs Base Shear,V=CsloWs= 86.1 Ibs Horizontal forces per level,F.=C�V [RMI 2.6.61 Horizontal forces per level,F.=C,V [RMI 2.6.61 (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) FS= 0.0 Ibs Note: F3= 0.0lbs @ 0 in(CM) F3= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) FT= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F3= 0.0 Ibs above the top of shelf at F5= 50.7 Ibs @ 90 in(CM) F5= 52.2 Ibs @ 90in(CM) each level. F4= 39.4 Ibs @ 70 in(CM) F4= 0.0 Ibs Fa= 28.7 Ibs @ 51 in(CM) F3= 0.0 Ibs F2= 17.5 Ibs @ 31 in(CM) FZ= 0.0 Ibs F,= 6.8 Ibs @ 12 in(CM) F,= 0.0 Ibs Fu= 11.8 Ibs @ 42 in(CM) Fu= 8.1 Ibs @ 42in(CM) If;= 221.3 Ibs (@ Factored Loads) Ef;= 86.1 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Efihi Calculate Overturning Moment(Service),MOT=Efihi MOT=9908 in-Ibs MOT=5036 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=20443 in-Ibs MRST=7400 in-Ibs Factor of Safety Factor of Safety FOS= 2.063 FOS= 1.469 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-ANCHORS REQUIRED Check Single Frame/Bay Overturning Stability: MOT(LC#1)= 9908 in-Ibs MOT(LC#2)= 5036 in-Ibs MRST(LC#1)= 20443 in-Ibs MRST(LC#2)= 7400 in-Ibs 'I"w x 22GA STEEL FOS=MRST/MOT= 2.063 z 1.5 No AB Reqd FOS=MRST/MOT= 1.469 <1.5 AB Regd I ANCHOR STRAP >ABs Reqd-FOS<1.5 at LC#2 4e PLACE STRAP AT EACH END FRAME _ AND 8'-O"oc(MAX)AT Base Reactions: -- - - -- INTERIOR FRAMES, Reactions(Service Loads): LC#1 LC#2 I o TVP/ONO. Rh= 771bs 301b5 n U ( )ANCHOR BOLT PER STRAP, R�= 0lbs (No Uplift) 0lbs (No Uplift) TYP/UNO. Overturning FOS= 2.063 -1.5 1.469 <1.5ABRegd 1.5hef11.5hef Sliding Restraint force,RRST/FOS= 164lbs/2.113>=1.5 OK 72lbs/2.377>=1.5 OK I Reactions(Factored Loads): LC#1 LC#2 Base Shear(Ruh)= 221 Ibs 86 Ibs Tension Allowables Net Uplift(Ru)= 0 Ibs 0 Ibs Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Overturning+Gravity(Pu)= 1391 Ibs 508 Ibs Concrete Breakout,(0.75)�N�ba= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1b Pullout Strength,(0.75)ONpn= NA <--ACI 318-19 Eq 17.6.3.1 Anchor Design(using"Cracked Concrete"Properties) LC#1 LC#2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Factored Tension Load(Nu)= 0 Ibs 0 Ibs Embedment= 2.5 in max tension stress ratio(TSR)= 0.000 OK 0.000 OK f'n= 3500 psi Shear Allowables e = 0 in <---Eccen.Of Anchor Steel Strength,�Vsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b h�= 2 in 1.5(ha,)=3.000 in Concrete breakout,Vub9= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1 b Ca= 3.5 in 1.5(ce)=5.250 in Concrete pryout,�Vchu= 2460 Ibs <--ACI 318-19 Eq 17.7.3.1 b Conc.thickness,t= 4 in LC#1 LC#2 #of Anchors,IT= 1 -anchors per connection Factored Shear Load(Vu)= 221 Ibs 86 Ibs Sx= 0 in Max shear stress ratio(VSR)= 0.179 OK 0.070 OK Ase= 0.051 inA2 Combined shear and tension stress ratio(TSR+VSR)= 0.179 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 52W-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 62 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 84"Tall "W" 5 Level 52W IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X-X H 2 L. (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(P.)= 1391 Ibs - -_Q-- ---I Slab Concrete Vc= 3500 psi l a a Slab thickness(t)= 4 in. I. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. . a.I br,= 24.00 in. >1 P= 1.00 Vn= 22718 Ibs Table 14.5.5.11 1 a N Vn max= 15145 Ibs Table 14.5.5.1 1 a % \ +Vn= 9087lbs °=--� VAVn= 0.153<1.0 O.K. �b0 (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER-UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 878 Ibs ! Total Equiv.Uniform Load ,rl Area regd.for bearing(Arend)= 0.59 ft al 3 "b"distance= 9.18 in R-V • • • • • • . . . . -r! Slab thickness(t)= 4.00 in R V S=(110)2/6= 2.67 in3/in a-tl a . . . . . -rx Mt(a } edend) - °a!a �Me,(tension allowable)=Q7.5)[(f'J"21(S)= 710 in-lb/in Factored uniform bearing,w =P /A- = 16.50 lb/in/in 017V M. (at delleeeN end) rla Mu=w.L2/3=(wu)[(b-(2"))/2)21/3= 70.91 in-lb/in-Defl.End Mill 36 in-lb/in "ear 6 MANIn(= 0.100<1.0 O.K. M, (11-aa) .42271 atdaeda ama.. ( .1e) 2411 ItOmaM M'n %. . . . . . . . . . . . -av(la—aa)a 24E1 Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 37in BASE DEPTH Slab thickness(t)= 4.0 in D Modulus of Rupture,fr=7.5*SQRT(fc)= 443.7 psi Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in3/ft Allowable Concrete Slab Bending Moment,Mall=S*fr= 1183.2 ft*Ibs/ft (n Effective Cantilever Span Length(L.)at Me11= 6.9 ft Total Length of Slab(1�+Width of Single Rack)= 10.0 ft EFFECTIVE W Trib.Width of Slab=Trib width of Rack= 4.0ft CANTILEVERED z Weight of Concrete Slab at Rack(Pcoe�)= 1993 Ibs SLAB SPAN U Resisting Moment-Concrete Slab at Rack,MRST(e11)=Pao�*L,/2= 119112 in*Ibs Load Combination#1: M,= 9908 in*Ibs LENGTH (LC) MRST(R-k) + MRST(sleb)= 139554 in*Ibs m Total Overturning FOS= 14.085 OK Q Load Combination#2: M oT= 5036 in*Ibs J C/) � MRST(R.k) + MRST(sleb)= 126512 in*Ibs ------------------------------- Total Overturning FOS= 25.120 OK 52W-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 63 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 90"Tall "X"5 Level 54X IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor= 1.5 Supported on Elevated Floor(Y/N): No WIDTH SHELF Total Load per shelf= 150 Ibs <---assumes(2)shelves per level DEPTH #of Levels= 5 Level Uniform Weight per level= 16.67 psf/shelf Weight of Unit= 100 Ibs un Upright Frame anchorage spacing(Trib width)= 4 ft (Frames are assumed to be 4'-O"oc) _ Shelf depth(ea.side)= 27 in Shelf Load/Level/Frame h9= 0in h8= 0in S h7= 0in h5= 0in = h5= 21 in 300 Ibs h4= 21 in 300 Ibs h3= 21 in 300 Ibs hz= 21 in 300 Ibs cV h1= 6 in 300 Ibs = Total Shelf Height,H,= 90 in Unit Height,Hu=90 in Unit Base Depth,D= 39 in = Overturning Stability (Load cases are per ASCE 7 sect. 15.5.3.3.2): D Load Case 1*[per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2*[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.01 [RMI sect 2.6.2,PLrf=1.01 Seismic(C,)(l,)= 0.286 Ws(Cross-Aisle) Seismic(C,)(l,)= 0.286 W.(Cross-Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 773.4 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 301.0 Ibs Base Shear,V=Cj^= 221.3 Ibs Base Shear,V=CsloWs= 86.1 Ibs Horizontal forces per level,F.=C�V [RMI 2.6.61 Horizontal forces per level,F.=C,V [RMI 2.6.61 (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) FS= 0.0 Ibs Note: F3= 0.0lbs @ 0 in(CM) F3= 0.0lbs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) FT= 0.0 Ibs Mass typically 6 inches F6= 0.0 Ibs @ 0 in(CM) F3= 0.0 Ibs above the top of shelf at F5= 50.9 Ibs @ 96 in(CM) F5= 52.1 Ibs @ 96in(CM) each level. F4= 39.7 Ibs @ 75 in(CM) F4= 0.0 Ibs Fa= 28.6 Ibs @ 54 in(CM) F3= 0.0 Ibs F2= 17.5 Ibs @ 33 in(CM) FZ= 0.0 Ibs F,= 6.4 Ibs @ 12 in(CM) F,= 0.0 Ibs Fu= 11.9 Ibs @ 45 in(CM) Fu= 8.1 Ibs @ 45in(CM) If;= 221.3 Ibs (@ Factored Loads) Ef;= 86.1 Ibs (@ Factored Loads) Calculate Overturning Moment(Service),MOT=Efihi Calculate Overturning Moment(Service),MOT=Efihi MOT= 10594 in-Ibs MOT=5372 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=21548 in-Ibs MRST=7800 in-Ibs Factor of Safety Factor of Safety FOS= 2.034 FOS= 1.452 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-ANCHORS REQUIRED Check Single Frame/Bay Overturning Stability: MOT(LC#1)= 10594 in-Ibs MOT(LC#2)= 5372 in-Ibs MRST(LC#1)= 21548 in-Ibs MRST(LC#2)= 7800 in-Ibs 'I"w x 22GA STEEL FOS=MRST/MOT= 2.034 z 1.5 No AB Reqd FOS=MRST/MOT= 1.452 <1.5 AB Reqd I ANCHOR STRAP >ABs Reqd-FOS<1.5 at LC#2 4e PLACE STRAP AT EACH END FRAME _ AND 8'-O"oc(MAX)AT Base Reactions: -- - - -- INTERIOR FRAMES, Reactions(Service Loads): LC#1 LC#2 I o TVP/ONO. Rh= 771bs 301b5 n U ( )ANCHOR BOLT PER STRAP, R�= 0lbs (No Uplift) 0lbs (No Uplift) TYP/UNO. Overturning FOS= 2.034 -1.5 1.452 <1.5ABRegd 1.5hef11.5hef Sliding Restraint force,RRST/FOS= 165lbs/2.125>=1.5 OK 721bs/2.391>=1.5 OK I Reactions(Factored Loads): LC#1 LC#2 Base Shear(Ruh)= 221 Ibs 86 Ibs Tension Allowables Net Uplift(Ru)= 0 Ibs 0 Ibs Steel Strength,�Nsa= 4219 Ibs <--ACI 318-19 Eq 17.6.1.2 Overturning+Gravity(Pu)= 1399 Ibs 512 Ibs Concrete Breakout,(0.75)�N�ba= 1713 Ibs <--ACI 318-19 Eq 17.6.2.1b Pullout Strength,(0.75)ONpn= NA <--ACI 318-19 Eq 17.6.3.1 Anchor Design(using"Cracked Concrete"Properties) LC#1 LC#2 Try:3/8"DIA Hilt!Kwlk Bolt-TZ2(CS)Anchor-2 1/2"embed. Factored Tension Load(Nu)= 0 Ibs 0 Ibs Embedment= 2.5 in max tension stress ratio(TSR)= 0.000 OK 0.000 OK f'n= 3500 psi Shear Allowables e = 0 in <---Eccen.Of Anchor Steel Strength,�Vsa= 2031 Ibs <--ACI 318-19 Eq 17.7.1.2b h�= 2 in 1.5(ha,)=3.000 in Concrete breakout,Vub9= 1238 Ibs <--ACI 318-19 Eq 17.7.2.1 b Ca= 3.5 in 1.5(ce)=5.250 in Concrete pryout,�Vchu= 2460 Ibs <--ACI 318-19 Eq 17.7.3.1 b Conc.thickness,t= 4 in LC#1 LC#2 #of Anchors,IT= 1 -anchors per connection Factored Shear Load(Vu)= 221 Ibs 86 lbs Sx= 0 in Max shear stress ratio(VSR)= 0.179 OK 0.070 OK Ase= 0.051 inA2 Combined shear and tension stress ratio(TSR+VSR)= 0.179 <1.2 OK-LC#1(controls) USE: (1)3/8" DIA Hilti Kwik Bolt-TZ2 (CS)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 54X-Full Gondola JOHNSTON PROJECT NO: SHEET N0: OF 2401813757 64 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE AB BY: DATE: 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Shelving/Double Sided 90"Tall "X"5 Level 54X IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X-X H 2 L. (Design per ACI 318-19 section 14.5.5) Max.Factored Vertical Load(P.)= 1399 Ibs - -_Q-- ---I Slab Concrete Vc= 3500 psi l a a Slab thickness(t)= 4 in. I. _ Rack Post X-X= 2 in. Rack Post Y-Y= 2 in. . a.I br,= 24.00 in. >1 P= 1.00 Vn= 22718 Ibs Table 14.5.5.11 1 a N Vn max= 15145 Ibs Table 14.5.5.1 1 a % \ +Vn= 9087lbs °=--� VAVn= 0.154<1.0 O.K. �b0 (Punching Perimeter) 20. BEAM FIXED AT ONE END, FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based on Soil bearing area check: ROTATE AT OTHER-UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Vertical Load(Service)(P)= 881 Ibs ! Total Equiv.Uniform Load ,rl Area regd.for bearing(Arend)= 0.59 ft al 3 "b"distance= 9.20 in R-V • • • • • • . . . . -r! Slab thickness(t)= 4.00 in R V S=(110)2/6= 2.67 in3/in a-ti a . . . . . -rx Mt(a } edend) - °a!a �Me,(tension allowable)=Q7.5)[(f'J"21(S)= 710 in-lb/in Factored uniform bearing,w =P /A- = 16.54 lb/in/in 017V M. (at delleeeN end) rla Mu=w.L2/3=(wu)[(b-(2"))/2)21/3= 71.39 in-lb/in-Defl.End Mill 36 in-lb/in "ear 6 MANIn(= 0.101 <1.0 O.K. M, (11-aa) .42271 atdaeda ama.. ( .1e) 2411 ItOmaM M'n %. . . . . . . . . . . . -av(la—aa)a 24E1 Shelving Fixture FOS Overturning with Resistance from Effective Weight of Slab on Grade: Width of Single Rack= 39in BASE DEPTH Slab thickness(t)= 4.0 in D Modulus of Rupture,fr=7.5*SQRT(fc)= 443.7 psi Concrete Slab Section Modulus,S=b(t)2/6= 32.0 in3/ft Allowable Concrete Slab Bending Moment,Mall=S*fr= 1183.2 ft*Ibs/ft (n Effective Cantilever Span Length(L.)at M.11= 6.9 ft Total Length of Slab(1�+Width of Single Rack)= 10.1 ft EFFECTIVE W Trib.Width of Slab=Trib width of Rack= 4.0ft CANTILEVERED z Weight of Concrete Slab at Rack(Pcoe�)= 2026 Ibs SLAB SPAN U Resisting Moment-Concrete Slab at Rack,MRST(e11)=Pao�*L,/2= 123130 in*Ibs Load Combination#1: M,= 10594 in*Ibs LENGTH (Lc) MRST(R-k) + MRST(sleb)= 144678 in*Ibs m Total Overturning FOS= 13.657 OK Q Load Combination#2: M oT= 5372 in*Ibs J C/) � MRST(R.k) + MRST(sleb)= 130930 in*Ibs ------------------------------- Total Overturning FOS= 24.373 OK 54X-Full Gondola JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 65 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Storage Rack-Seismic Design Rack 44-120 125S IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor(lp)= 1.0 <---No Public Access Allowed(Typ.at Back 3" 7._9" 3" Supported on Elevated Floor(Y/N): No Stockroom/Grocery Storage Areas) ,+- Max.Weight per level(2 Pallets/shelf)=5000 Ibs/shelf Weight of Unit= 250 Ibs <---Shipping weight per Manuf. 1 Rack Trib width(CL-to-CL of frames)= 96 in Total Shelf Load hS= 0in 0lbs 1 A hS= 0in 0lbs L h7= 0in 0lbs PLAN vier hS= 0 in 0lbs "A"= 44'D x 120"HIGH®2 LEVELS he= 0in 0lbs h4= 0 In 0lbs COMBO LOAD h3= 0 in 0lbs 3B^9 STOP BEAM (x) h2= 36 in 5000 Ibs h1= 84 in 3400lbs Total Shelf Height,H,= 120 in Unit Height,Hu= 120 in 0 Unit Base Depth,D= 44 in 8a" Note: Per ANSI MH16.1,effective lengths maybe determined by rational methods consistent with AISI orAISC. AISC H Design by Second-Order Analysis,Section C2.2a is used. Notional loads are applied to gravity load cases and K=1.0 is STANDARD LOAD used since the ratio of second-order drift to first-order drift(P-6)/(P-A)<1.1. STOP BEAM(L) Overturning Stability (Load cases are per ASCE 7 sect.15.5.3.3.2): Load Case 1 [per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(C,)(I,)= 0.191 Ws(Braced) Seismic(C,)(lp)= 0.191 W,(Braced) 0.069 Ws(Down Aisle) 0.069 W.(Down Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 4020.8 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 3600.0 Ibs Base Shear,V=Cj^= 767.0 Ibs (Braced) Base Shear,V=Cj^= 686.7 Ibs (Braced) 276.1 Ibs (Down Aisle) 247.2 Ibs (Down Aisle) Horizontal forces/level,F.=C,V [RMI 2.6.6] Horizontal forces/level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) FS= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F8= 0.0 Ibs @ 0 in(CM) F8= 0.0 Ibs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 20 inches F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs above the top of shelf at F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs each level. F4= 0.0 Ibs @ 0 in(CM) F4= 0.0 Ibs F3= 0.0 Ibs @ 0 in(CM) F3= 0.0 Ibs Fz= 351.5 Ibs @ 140 in(CM) F2= 470.6 Ibs @ 140 in(CM) F1= 174.1 Ibs @ 102 in(CM) F1= 0.0 Ibs Fu= 11.2 Ibs @ 60 in(CM) F.= 10.1 Ibs @ 60 in(CM) Calculate Overturning Moment(Service),MoT=Eflhl Calculate Overturning Moment(Service),MoT=Eflhl MoT=67645 in-Ibs MoT=66490 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=129316 in-Ibs MRST= 115500 in-Ibs Factor of Safety,FOS,=MRST/MoT= 1.912 Factor of Safety,FOSOT=MRST/MOT=1.737 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-NO ANCHORS REQUIRED IAnc Base Reactions: LC#1 LC#2 v v Rh= 268 Ibs 240 Ibs a 1 0 C R�,= 0lbs 0lbs - nLr) Lin Overturning FOS= 1.912 >=1.5 1.737 >=1.5 Xg v Sliding Restraint,RRST/FOS=887lbs/3.304>=1.5 OK 828lbs/3.444>=1.5 OK -- - [ ---- { --- - Reactions(Factored Loads): LC#1 LC#2 d Base Shear(Ruh)= 767 Ibs 687 Ibs 'd ,a ° Y d O Net Uplift(Rw)= 0 Ibs 0 Ibs g v U Overturning+Gravity (Pn)= 76581bs 5898 lbs Tension Allowables (T)L1 .5 hof. S x 1 .5 h UPRIGHT Concrete Breakout, Strength,ON.,= 13309 lbs <-_ACI 318-19 Eq 17.6.1.2 of (0.75)0N0.= 1135lbs <--ACI318-19 Eq 17.6.2.1b (Vr 1 .5Ca 1 •SCa POST "UA" Pullout Strength,(0.75)ONpn= 949lbs <--ACI318-19Eg17.6.3.1 Factored Tension Load,(Nn)= 0 Ibs (LC#1) 0 Ibs (LC#2) Anchor Design(using"Cracked Concrete"Properties) max tension stress ratio(TSR)= 0.000 OK(LC#1) 0.000 OK(LC#2) Upright Post Type= UA Shear Allowables Try: 1/2"0DeWalt Screw Bolt+Anchor-21/2"embed. Steel Strength,OVxa= 42541bs <--ACI318-19Eg17.7.1.2b Embedment(h„a„)= 2.5 in Concrete breakout(Yg),Vcba= 1276lbs <--ACI 318-19 Eq 17.7.2.1b fc'= 3500 psi Concrete breakout(Xg),OV�bn= 925 Ibs <--ACI 318-19 Eq 17.7.2.1 b e, = 1.875 in <--Eccen.of Anchor Concrete pryout,OV_= 1630lbs <--ACI 318-19 Eq 17.7.3.1b h�= 1.75 in 1.5(hM)=2.625 in LC#1 LC#2 Conc.thickness,t= 4 in 1.5(Cj=4.950 in Factored Shear Load(V): Braced= 767 Ibs 687 Ibs #of Anchors,In= 1 Down Aisle= 276 Ibs 247 Ibs Sx= 0.00 in Max shear stress ratio(VSR): Braced= 0.601 OK 0.538 OK Sy= 0.00 in Down Aisle= 0.298 OK 0.267 OK A,.= 0.176 in12 Braced(TSR+VSR<=1.2)= 0.601 <=1.2 OK-LC#1 Controls Down Aisle(VSR<=1.0)= 0.298 OK-LC#1 Controls USE: (1) 1/2"0 DeWalt Screw Bolt+Anchor-2 1/2"embed. ICC REPORT#ESR-3889 Rack A JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 66 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Storage Rack - Seismic Design Rack A 44-120 125S IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 Max Vertical Load(ASD)-RMI,sect 2.1-LC#4: (Design per ACI 318-19 section 14.5.5) P=(1+0.11Sds)DL+(3/4)[(1+0.14Sds)PL+(0.7)EL] Max.Factored Vertical Load(P,)= 7658 Ibs SDs= 0.763(lp=1) tee- <____ � Slab Concrete fc= 3500 psi n °. as I N DL=(Frame WV2)= 125 Ibs Slab thickness(t)= 4 in. i' - = PL=E(Shelf Load h,-h,)/2= 4200 Ibs Rack Post X-X= 5.00 in. EL=MDT,Lc#1/((0.7)(D))= 3279 Ibs Rack Post Y-Y= 3.75 in. j as j } P= 4775 Ibs<---At Each Post b,= 33.50 in. � °:! " R= 1.33 Max Vertical Load(LRFD)-RMI,sect 2.2-LC#5: Vn= 26425 Ibs Table 14.5.5.1I j. .a .jCN P=(1.2+0.2Sds)DL+(0.85+0.2Sds)PL+EL Vn max= 21087 Ibs Table 14.5.5.1( = P,= 7658 Ibs<---At Each Post b +Vn= 12652lbs o------- V,/�Vn= 0.605<1.oO.K. (Punching Perimeter) 20. BEAM FIXED AT ONE END,FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based On SO11 bearing area Check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Service Vertical Load(P)= 4775 Ibs �'� Tnhl[goW.U.11—Lead . . . . -3.r Area reqd.for bearing(A,a,d)= 3.18 flz R-v . . . . . . . . . . -.r "b"distance= 21.41 in a It v, _ Slab thickness(t)= 4.00 in n,n,...(,an,.d.ad) _T S=(1")(t)2/6= 2.67 Ina/In ".� v •l, (ae d.R,.w.ad) . . . �Ma,(tension allowable)=f,*7.5*[(f`j1"]*S= 709.93 in-lb/in nl, _ n u+-a•) Factored uniform bearing,w,=P,/A,a,d= 16.71 lb/in/in Ma=wL2/3=(wa)[(b-min(X-X,Y-Y))/2)2]/3= 434.19 in-lb/in-Defl.End M1=218 in-lb/in ram.", • M., MAMnt= 0.612<1.0 O.K. Rack FOS Overturning with Resistance from Effective Weight of Slab on Grade: MACK Width of Single Rack= 44 in Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi (/j Concrete Slab Section Modulus,S=b(t)2/6= 32.0 iOft EFFECTIVEW Allowable Concrete Slab Bending Moment,Maii/FS=S*f/1.5= 788.8 ft*Ibs/ft Z Effective Cantilever Span Length(l,)at Mail= 5.6 ft C A N TI L E VE R E D Total Length of Slab(I,+Width of Single Rack)= 9.3 ft SLAB SPANC� Trib.Width of Slab=Trib width of Rack= 8.0 ft LENGTH (L c Weight of Concrete Slab at Rack(P„n,)= 3713.5 Ibs Resisting Moment-Concrete Slab at Rack,MRST(a,ab)=Pc,nc*l,/2= 206854 in*Ibs m Load Combination#1: MOT= 67645 in*Ibs MRST(Rack) + MRSTaian)= 336170 in*lbs Q Total Overturning FOS= 4.970 OK (n Load Combination#2: MOT= 66490 in*Ibs ____- ---------'- MRST(R.k) + MRSTaWa 322354 in*Ibs -------------- Total Overturning FOS= 4.848 OK Rack A JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 67 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Storage Rack-Seismic Design Rack AWS 24/44-120 075A IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor(lp)= 1.0 <---No Public Access Allowed(Typ.at Back T;" Supported on Elevated Floor(Y/N): No Stockroom/Grocery Storage Areas) � �" Max.Weight per level(2 Pallets/shelf)=900 lbs/shelf T- Weight of Unit= 250 lbs <---Shipping weight per Manuf. Rack Trib width(CL-to-CL of frames)= 96 in Total Shelf Load hs= 0in 0lbs AWS 3'-8" h6= 0 in O lbs PLAN VIEW h7= 0 in 0lbs 44"Dx120"HIGH 0 3 LEVELS 2-0" he= Din 0lbs he= Din 0lbs h4= 0 in 0lbs 36°' h3= 36 in 900 lbs h2= 48 in 900 lbs h1= 36 in 500lbs 10'-0" Total Shelf Height,H,= 120 in 48" Unit Height,Hu= 120 in LAMINATE WORK Unit Base Depth,D= 24 in SURFACE Note: Per ANSI MH16.1,effective lengths maybe determined by rational methods consistent with AISI orAISC. AISC Design by Second-Order Analysis,Section C2.2a is used. Notional loads are applied to gravity load cases and K=1.0 is 36" used since the ratio of second-order drift to first-order drift(P-6)/(P-A)<1.1. Overturning Stability (Load cases are per ASCE 7 sect.15.5.3.3.2): ELEVATION END VIEW Load Case 1 [per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(C,)(I,)= 0.191 Ws(Braced) Seismic(Cs)(lp)= 0.191 W,(Braced) 0.069 Ws(Down Aisle) 0.069 W.(Down Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 1282.5 lbs Ws=(0.67)(PLRF)(0)PL)+DL= 853.0 lbs Base Shear,V=Cj^= 244.6 lbs (Braced) Base Shear,V=Cj^= 162.7 lbs (Braced) 88.1 lbs (Down Aisle) 58.6 lbs (Down Aisle) Horizontal forces/level,F.=C,V [RMI 2.6.6] Horizontal forces/level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) FS= 0.0 lbs @ 0 in(CM) (Service Loads) F9= 0.0 lbs Note: F6= 0.0 lbs @ 0 in(CM) F6= 0.0 lbs (CM)=Product Center of F7= 0.0 lbs @ 0 in(CM) F7= 0.0 lbs Mass typically 20 inches F6= 0.0 lbs @ 0 in(CM) F6= 0.0 lbs above the top of shelf at F5= 0.0 lbs @ 0 in(CM) F5= 0.0 lbs each level. F4= 0.0 lbs @ 0 in(CM) F4= 0.0 lbs F3= 79.9 lbs @ 140 in(CM) F3= 101.8 lbs @ 140 in(CM) Fz= 58.2 lbs @ 102 in(CM) F2= 0.0 lbs F1= 19.0 lbs @ 60 in(CM) F1= 0.0 lbs F"= 14.2 lbs @ 60 in(CM) F.= 12.1 lbs @ 60 in(CM) Calculate Overturning Moment(Service),MoT=Efihi Calculate Overturning Moment(Service),MoT=Efihi MoT=19107 in-lbs MoT= 14976 in-lbs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=21492 in-lbs MRST= 13800 in-lbs Factor of Safety,FOS,=MRST/MoT= 1.125 Factor of Safety,FOSoT=MRST/MOT=0.921 NO UPLIFT-ANCHORS REQUIRED UPLIFT-ANCHORS REQUIRED An c v Base Reactions: LC#1 LC#2 v Rh= 86 lbs 57lbs a U R,= 0lbs 49lbs - f 7FI- K! ,, Lr) Ln Overturning FOS= 1.125 <1.5 ABs Reqd 0.921 <1.5 ABs Reqd Sliding Restraint,RR,/FOS=359lbs/4.197>=1.5 OK 263lbs/4.612>=1.5 OK _4 - Reactions(Factored Loads): LC#1 LC#2 d Base Shear(R„h)= 245 Ibs 163 Ibs 'd ° yO Net Uplift(Ru)= 0 Ibs 1353 Ibs 49U Overturning+Gravity (P„)= 30201bs 1951 lbs Tension Allowables (T)L1 .5 hof. S x 1 .5 h UPRIGHT Concrete Breakout, Strength,ON.,= 7716 lbs <-_ACI 318-19 Eq 17.6.1.2 of (0.75)0N0.= 1387lbs <--ACI318-19 Eq 17.6.2.1b (Vr 1 .55Ca 1 .SCo POST "UA" Pullout Strength,(0.75)ONp = NA <--ACI318-19Eg17.6.3.1 Factored Tension Load,(N)= 0 lbs (LC#1) 1353 lbs (LC#2) Anchor Design(using"Cracked Concrete"Properties) max tension stress ratio(TSR)= 0.000 OK(LC#1) 0.976 OK(LC#2) Upright Post Type= UA Shear Allowables Try: 1/2"DIA Hilt!Kwik Bolt-TZ2(SS304)Anchor-2 1/2"embed. Steel Strength,OVsa= 50071bs <--ACI 318-19 Eq 17.7.1.2b Embedment(h„a„)= 2.5 in Concrete breakout(Yg),Vcba= 1511 lbs <--ACI 318-19 Eq 17.7.2.1b fc'= 3500 psi Concrete breakout(Xg),OV,bq= 1159 lbs <--ACI 318-19 Eq 17.7.2.1 b e, = 1.875 in <--Eccen.of Anchor Concrete pryout,OV_= 1991 lbs <--ACI 318-19 Eq 17.7.3.1b h�= 2 in 1.5(h�)=3.000 in LC#1 LC#2 Conc.thickness,t= 4 in 1.5(Cj=6.188 in Factored Shear Load(V): Braced= 245 lbs 163 Ibs #of Anchors,In= 1 Down Aisle= 88 lbs 59 lbs Sx= 0.00 in Max shear stress ratio(VSR): Braced= 0.162 OK 0.108 OK Sy= 0.00 in Down Aisle= 0.076 OK 0.051 OK Ase= 0.099 in12 Braced(TSR+VSR<=1.2)= 1.083 <=1.2 OK-LC#2 Controls Down Aisle(VSR<=1.0)= 0.076 OK-LC#1 Controls USE: (1) 1/2" DIA Hilti Kwik Bolt-TZ2(SS304)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 Rack AWS JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 68 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Storage Rack - Seismic Design Rack AWS 24/44-120 075A IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 Max Vertical Load(ASD)-RMI,sect 2.1-LC#4: (Design per ACI 318-19 section 14.5.5) P=(1+0.11Sds)DL+(3/4)[(1+0.14Sds)PL+(0.7)EL] Max.Factored Vertical Load(P,)= 3020 Ibs SDs= 0.763(lp=1) tee- <____ � Slab Concrete fc= 3500 psi n °. as I N DL=(Frame WV2)= 125 Ibs Slab thickness(t)= 4 in. i' - = PL=E(Shelf Load h,-h,)/2= 1150 Ibs Rack Post X-X= 5.00 in. EL=MDT,Lc#1/((0.7)(D))= 1698 Ibs Rack Post Y-Y= 3.75 in. j as j } P= 1687 Ibs<---At Each Post b,= 33.50 in. � °:! " R= 1.33 Max Vertical Load(LRFD)-RMI,sect 2.2-LC#5: Vn= 26425 Ibs Table 14.5.5.1I j. .a .jCN P=(1.2+0.2Sds)DL+(0.85+0.2Sds)PL+EL Vn max= 21087 Ibs Table 14.5.5.1( = P,= 3020 Ibs<---At Each Post b +Vn= 12652lbs o------- V,/�Vn= 0.239<1.oO.K. (Punching Perimeter) 20. BEAM FIXED AT ONE END,FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based On SO11 bearing area Check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Service Vertical Load(P)= 1687 Ibs �'� Tnhl[goW.U.11—Lead . . . . -3.r Area reqd.for bearing(A,a,d)= 1.12 ft2 R-v . . . . . . . . . . -.r "b"distance= 12.73 in a It v, _ Slab thickness(t)= 4.00 in n,n,...(,an,.d.ad) _T S=(1")(t)2/6= 2.67 Ina/In ".� v •l, (ae d.R,.w.ad) . . . �Ma,(tension allowable)=f,*7.5*[(f`j1'2]*S= 709.93 in-lb/in nl, _ n u+-a•) Factored uniform bearing,w,=P, e /^,,d= 18.65 lb/in/in Ma=wL2/3=(wa)[(b-min(X-X,Y-Y))/2)2]/3= 125.20 in-lb/in-Defl.End M1=63 in-lb/in ram.", • M., MAMnt= 0.176<1.0 O.K. Rack FOS Overturning with Resistance from Effective Weight of Slab on Grade: NACK Width of Single Rack= 24 in Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi (/j Concrete Slab Section Modulus,S=b(t)2/6= 32.0 iOft EFFECTIVEW Allowable Concrete Slab Bending Moment,Maii/FS=S*f/1.5= 788.8 ft*Ibs/ft Z Effective Cantilever Span Length(l,)at Mail= 5.6 ft C A N TI L E VE R E D Total Length of Slab(I,+Width of Single Rack)= 7.6 ft SLAB SPANC Trib.Width of Slab=Trib width of Rack= 8.0 ft LENGTH (L c Weight of Concrete Slab at Rack(P„n,)= 3046.9 Ibs Resisting Moment-Concrete Slab at Rack,MRST(a,ab)=Pc,nc*l,/2= 139251 in*Ibs m Load Combination#1: MOT= 19107 in*Ibs MRST(Rack) + MRSTaiab)= 160743 in*lbs Q Total Overturning FOS= 8.413 OK (n Load Combination#2: MOT= 14976 in*Ibs ____- ---------'- MRST(R.k) + MRST(aWa 153051 in*Ibs -------------- Total Overturning FOS= 10.220 OK Rack AWS JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 69 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Storage Rack-Seismic Design Rack B 44-120 125S IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor(1,)= 1.0 <---No Public Access Allowed(Typ.at Back 3" 3" Supported on Elevated Floor(Y/N): No Stockroom/Grocery Storage Areas) 7-9 4- Max.Weight per level(2 Pallets/shelf)=3500 Ibs/shelf Weight of Unit= 250 lbs <---Shipping weight per Manuf. I Rack Trib width(CL-to-CL of frames)= 96 in Total Shelf Load 8, hS= 0in 0lbs h6= 0in 0lbs h7= 0in 0lbs PLAN VIEW hS= 0 in 0lbs "B" = 44 D x 120' h5= 0 in 0lbs HIGH o 4 LEVELS h4= 36 in 3500 lbs h3= 36 in 3400 lbs 36- h2= 36 in 3400 lbs h1= 12 in 3400 lbs Total Shelf Height,H,= 120 in 36" Unit Height,Hu= 120 in 10'- Unit Base Depth,D= 44 in Note: Per ANSI MH16.1,effective lengths maybe determined by rational methods consistent with AISI orAISC. AISC Design by Second-Order Analysis,Section C2.2a is used. Notional loads are applied to gravity load cases and K=1.0 is 36" used since the ratio of second-order drift to first-order drift(P-6)/(P-A)<1.1. 12° 1 Overturning Stability (Load cases are per ASCE 7 sect.15.5.3.3.2): Load Case 1 [per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(C,)(I,)= 0.191 Ws(Braced) Seismic(C,)(I,)= 0.191 W,(Braced) 0.069 Ws(Down Aisle) 0.069 W.(Down Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 6399.9 lbs Ws=(0.67)(PLRF)(0)PL)+DL= 2595.0 lbs Base Shear,V=Cj^= 1220.8 lbs (Braced) Base Shear,V=Cj^= 495.0 lbs (Braced) 439.5 lbs (Down Aisle) 178.2 lbs (Down Aisle) Horizontal forces/level,F.=CV [RMI 2.6.6] Horizontal forces/level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) FS= 0.0 lbs @ 0 in(CM) (Service Loads) F9= 0.0 lbs Note: F6= 0.0 lbs @ 0 in(CM) F6= 0.0 lbs (CM)=Product Center of F7= 0.0 lbs @ 0 in(CM) F7= 0.0 lbs Mass typically 20 inches F6= 0.0 lbs @ 0 in(CM) F6= 0.0 lbs above the top of shelf at F5= 0.0 lbs @ 0 in(CM) F5= 0.0 lbs each level. F4= 359.0 lbs @ 144 in(CM) F4= 336.2 lbs @ 140 in(CM) F3= 247.0 lbs @ 102 in(CM) F3= 0.0 lbs Fz= 159.9 lbs @ 66 in(CM) F2= 0.0 lbs F1= 72.7 lbs @ 30 in(CM) F1= 0.0 lbs Fu= 15.9 lbs @ 60 in(CM) F.= 10.3 lbs @ 60 in(CM) Calculate Overturning Moment(Service),MoT=Efihi Calculate Overturning Moment(Service),MoT=Efihi MoT=90587 in-lbs MoT=47686 in-lbs Calculate Resisting Moment(Service),MIST Calculate Resisting Moment(Service),MIST MIST=207438 in-lbs MIST=82500 in-lbs Factor of Safety,FOS,=MRST/MoT=2.290 Factor of Safety,FOSOT=MRST/MoT=1.730 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-NO ANCHORS REQUIRED An c v Base Reactions: LC#1 LC#2 Rh= 427 lbs 1731bs a U R = 0lbs 0lbs - f 7FI K! ,, Lr) Overturning FOS= 2.290 >=1.5 1.730 >=1.5 Sliding Restraint,RR,/FOS= 1315lbs/3.077>=1.5 OK 595lbs/3.436>=1.5 OK _4 - Reactions(Factored Loads): LC#1 LC#2 d Base Shear(R„h)= 1221 Ibs 495 Ibs 'd ° yO Net Uplift(Ru)= 0 Ibs 0 Ibs 49U Overturning+Gravity (P.)= 114271bs 4234lbs Tension Allowables (T)L1 .5 h S x 11 .5 h Steel Strength,ON.,= 7716 lbs <-_ACI 318-19 Eq 17.6.1.2 of. of UPRIGHT Concrete Breakout,(0.75)0N0.= 1387lbs <--ACI318-19 Eq 17.6.2.1b (Vr 1 .5Ca 1 •5Ca POST "UA" Pullout Strength,(0.75)�Npn= NA <--ACI318-19Eg17.6.3.1 Factored Tension Load,(Nn)= 0 lbs (LC#1) 0 lbs (LC#2) Anchor Design(using"Cracked Concrete"Properties) max tension stress ratio(TSR)= 0.000 OK(LC#1) 0.000 OK(LC#2) Upright Post Type= UA Shear Allowables Try: 1/2"DIA Hilt!Kwik Bolt-TZ2(SS304)Anchor-2 1/2"embed. Steel Strength,r V.,= 50071bs <--ACI 318-19 Eq 17.7.1.2b Embedment(h„a„)= 2.5 in Concrete breakout(Yg),Vcba= 1511 lbs <--ACI 318-19 Eq 17.7.2.1b fc'= 3500 psi Concrete breakout(Xg),OV,bq= 1159 lbs <--ACI 318-19 Eq 17.7.2.1 b e, = 1.875 in <--Eccen.of Anchor Concrete pryout,�V_= 1991 lbs <--ACI 318-19 Eq 17.7.3.1b h�= 2 in 1.5(h�)=3.000 in LC#1 LC#2 Conc.thickness,t= 4 in 1.5(Cj=6.188 in Factored Shear Load(V): Braced= 1221 lbs 4951bs #of Anchors,n= 1 Down Aisle= 439 lbs 178 Ibs Sx= 0.00 in Max shear stress ratio(VSR): Braced= 0.808 OK 0.328 OK Sy= 0.00 in Down Aisle= 0.379 OK 0.154 OK Ase= 0.099 in12 Braced(TSR+VSR<=1.2)= 0.808 <=1.2 OK-LC#1 Controls Down Aisle(VSR<=1.0)= 0.379 OK-LC#1 Controls USE: (1) 1/2" DIA Hilti Kwik Bolt-TZ2(SS304)Anchor-2 1/2"embed. ICC REPORT#ESR-4266 Rack B JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 70 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Storage Rack - Seismic Design Rack B 44-120 125S IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: H/2 X—X H/2 Max Vertical Load(ASD)-RMI,sect 2.1-LC#4: (Design per ACI 318-19 section 14.5.5) P=(1+0.11Sds)DL+(3/4)[(1+0.14Sds)PL+(0.7)EL] Max.Factored Vertical Load(P,)= 11427 Ibs SDs= 0.763(lp=1) tee- <____ � Slab Concrete fc= 3500 psi n '. as I N DL=(Frame WV2)= 125 Ibs Slab thickness(t)= 4 in. i' - = PL=E(Shelf Load h,-h,)/2= 6850 Ibs Rack Post X-X= 5.00 in. EL=MDT,Lc#1/((0.7)(D))= 4390 Ibs Rack Post Y-Y= 3.75 in. j as j } P= 7366 Ibs<---At Each Post b,= 33.50 in. � °:! " R= 1.33 Max Vertical Load(LRFD)-RMI,sect 2.2-LC#5: Vn= 26425 Ibs Table 14.5.5.1I j. .a .jCN P=(1.2+0.2Sds)DL+(0.85+0.2Sds)PL+EL Vn max= 21087 Ibs Table 14.5.5.1( = P,= 11427 Ibs<---At Each Post b +Vn= 12652lbs o------- V,/�Vn= 0.903<1.oO.K. (Punching Perimeter) 20. BEAM FIXED AT ONE END,FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based On SO11 bearing area Check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Service Vertical Load(P)= 7366 Ibs �'� Tnhl[goW.U.11—L..d . . . . -3.r Area reqd.for bearing(A,a,d)= 4.91 flz R-v . . . . . . . . . . -.r "b"distance= 26.59 in a It v _ Slab thickness(t)= 4.00 in n,n,•..(•an,.d.ad) _T S=(1")(t)2/6= 2.67 Ina/In ".� v •l, (ae—.•d) . . . �Ma,(tension allowable)=f,*7.5*[(f`j1"]*S= 709.93 in-lb/in nl, n u+-a•) Factored uniform bearing,w,=P,/A,a,d= 16.16 lb/in/in Ma=wL2/3=(wa)[(b-min(X-X,Y-Y))/2)2]/3= 702.61 in-lb/in-Defl.End M1=352 in-lb/in ni., d• „( MAMnt= 0.990<1.0 O.K. Rack FOS Overturning with Resistance from Effective Weight of Slab on Grade: MACK Width of Single Rack= 44 in Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi (/j Concrete Slab Section Modulus,S=b(t)2/6= 32.0 iOft EFFECTIVEW Allowable Concrete Slab Bending Moment,Maii/FS=S*f/1.5= 788.8 ft*Ibs/ft Z Effective Cantilever Span Length(l,)at Mail= 5.6 ft C A N TI L E VE R E D Total Length of Slab(I,+Width of Single Rack)= 9.3 ft SLAB SPANC� Trib.Width of Slab=Trib width of Rack= 8.0 ft LENGTH (L c Weight of Concrete Slab at Rack(P„n,)= 3713.5 Ibs Resisting Moment-Concrete Slab at Rack,MRST(a,ab)=Pc,nc*l,/2= 206854 in*Ibs m Load Combination#1: MOT= 90587 in*Ibs MRST(Rack) + MRSTaiab)= 414292 in*lbs Q Total Overturning FOS= 4.573 OK (n Load Combination#2: MOT= 47686 in*Ibs ____- ---------'- MRST(R.k) + MRSTaWa 289354 in*Ibs -------------- Total Overturning FOS= 6.068 OK Rack B JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 71 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Storage Rack-Seismic Design Rack OGP2(SF-CF) 22-90 OGP IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor(lp)= 1.0 <---No Public Access Allowed(Typ.at Back 134 b_ 7•• 1 „ Supported on Elevated Floor(Y/N): No Stockroom/Grocery Storage Areas) 4 4 Max.Weight per level(2 Pallets/shelf)=600 Ibs/shelf Weight of Unit= 100 Ibs <---Shipping weight per Manuf. Rack Trib width(CL-to-CL of frames)= 96.5 in Total Shelf Load 2 2" 0 G P 2 hs= 0in 0lbs hs= 0in 0lbs PLAN VIEW h7= 0in 0lbs 'OGP2"= 22"D x 90" HIGH 0 2 LEVELS he= Din 0lbs h5= 0in 0lbs h4= 0 in 0lbs h3= 0 in 0lbs h2= 46 in 600 Ibs 46 h1= 44 in 600lbs Total Shelf Height,H,= 90 in �,_6., Unit Height,H�= 90 in Unit Base Depth,D= 22 in Note: Per ANSI MH16.1,effective lengths maybe determined by rational methods consistent with AISI orAISC. AISC 44° Design by Second-Order Analysis,Section C2.2a is used. Notional loads are applied to gravity load cases and K=1.0 is used since the ratio of second-order drift to first-order drift(P-6)/(P-A)<1.1. Overturning Stability (Load cases are per ASCE 7 sect.15.5.3.3.2): ELEVATION Load Case 1 [per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(C,)(I,)= 0.191 Ws(Braced) Seismic(Cs)(lp)= 0.191 W,(Braced) 0.065 Ws(Down Aisle) 0.065 W.(Down Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 638.7 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 502.0 Ibs Base Shear,V=Cj^= 121.8 Ibs (Braced) Base Shear,V=Cj^= 95.8 Ibs (Braced) 41.5 Ibs (Down Aisle) 32.6 Ibs (Down Aisle) Horizontal forces/level,F.=C�V [RMI 2.6.6] Horizontal forces/level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) FS= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F8= 0.0 Ibs @ 0 in(CM) F8= 0.0 Ibs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 20 inches F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs above the top of shelf at F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs each level. F4= 0.0 Ibs @ 0 in(CM) F4= 0.0 Ibs F3= 0.0 Ibs @ 0 in(CM) F3= 0.0 Ibs Fz= 49.8 Ibs @ 110 in(CM) F2= 62.8 Ibs @ 110 in(CM) F1= 30.4 Ibs @ 67 in(CM) F1= 0.0 Ibs Fu= 5.1 Ibs @ 45 in(CM) Fu= 4.3 Ibs @ 45 in(CM) Calculate Overturning Moment(Service),MoT=Efihi Calculate Overturning Moment(Service),MOT=Efihi M,=7746 in-Ibs Ni=7095 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=9944 in-Ibs MRST=7700 in-Ibs Factor of Safety,FOS,=MRST/MoT= 1.284 Factor of Safety,FOSOT=MRST/MOT=1.085 NO UPLIFT-ANCHORS REQUIRED NO UPLIFT-ANCHORS REQUIRED UPRIGHT Base Reactions: LC#1 LC#2 POST j Rn= 43lbs 34lbs OGP Ln R"= 0lbs 0lbs Overturning FOS= 1.284 <1.5 ABs Reqd 1.085 <1.5 AB.Reqd _ Sliding Restraint,RR,/FOS= 168lbs/3.937>=1.5 OK 143lbs/4.278>=1.5 OK c Reactions(Factored Loads): LC#1 LC#2 Base Shear(RA= 122 Ibs 96 Ibs Net Uplift(Ru)= 0 Ibs 0 Ibs nn 'I U Overturning+Gravity (Pn)= 1420 Ibs 1056 Ibs Ai �I TensionAllowables Steel Strength,4N"a= 5675 Ibs <-_ACI 318-19 Eq 17.6.1.2 1 .5hef 1 • hef Concrete Breakout,(0.75)4N bo= 7521bs <--ACI 318-19 Eq 17.6.2.1b 1 .5ca 1 .5ca Pullout Strength,(0.75)41Npn= 519lbs <--ACI 318-19 Eq 17.6.3.1 Factored Tension Load,(Nn)= 0 Ibs (LC#1) 0 Ibs (LC#2) Anchor Design(using"Cracked Concrete"Properties) max tension stress ratio(TSR)= 0.000 OK(LC#1) 0.000 OK(LC#2) Upright Post Type= OGP Shear Allowables Try:3/8"0 DeWalt Screw Bolt+Anchor-2"embed. Steel Strength,OVsa= 1449 Ibs <--ACI 318-19 Eq 17.7.1.2b Embedment(h„a„)= 2 in Concrete breakout(Yg),OVcba= 1704lbs <--ACI 318-19 Eq 17.7.2.1b fc'= 3500 psi Concrete breakout(Xg),OV�bq= 1364 Ibs <--ACI 318-19 Eq 17.7.2.1 b e, = 1.875 in <--Eccen.of Anchor Concrete pryout,OV_= 1080lbs <--ACI 318-19 Eq 17.7.3.1b h�= 1.33 in 1.5(h�)= 1.995 in LC#1 LC#2 Conc.thickness,t= 4 in 1.5(Cj=7.500 in Factored Shear Load(V): Braced= 122 Ibs 96 Ibs #of Anchors,n= 1 Down Aisle= 42 Ibs 33 Ibs Sx= 0.00 in Max shear stress ratio(VSR): Braced= 0.113 OK 0.089 OK Sy= 0.00 in Down Aisle= 0.038 OK 0.030 OK Ase= 0.094 in12 Braced(TSR+VSR<=1.2)= 0.113 <=1.2 OK-LC#1 Controls Down Aisle(VSR<=1.0)= 0.038 OK-LC#1 Controls USE: (1) 3/8"0 DeWalt Screw Bolt+Anchor-2"embed. ICC REPORT#ESR-3889 Rack OGP2(SF-CF) JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 72 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Storage Rack - Seismic Design Rack OGP2 (SF-CF) 22-90 OGP IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: Max Vertical Load(ASD)-RMI,sect 2.1-LC#4: (Design per ACI 318-19 section 14.5.5) P=(1+0.11Sds)DL+(3/4)[(1+0.14Sds)PL+(0.7)EL] Max.Factored Vertical Load(P,)= 1420 Ibs I = SDS= 0.763(lp=1) Slab Concrete fc= 3500 psi I ' DL=(Frame Wt/2)= 50 Ibs Slab thickness(t)= 4 in. PL=E(Shelf Load h,-h,)/2= 600 Ibs Rack Post X-X= 1.75 in. I I EL=MDT,Lc#1/((0.7)(D))= 751 Ibs Rack Post Y-Y= 3.00 in. I Q a .I P= 816 Ibs<---At Each Post b,= 25.50 in. N R= 1.71 I Max Vertical Load(LRFD)-RMI,sect 2.2-LC#5: Vn= 17433 Ibs Table 14.5.5.1t LQ J = P=(1.2+0.2Sds)DL+(0.85+0.2Sds)PL+EL Vn max= 16052 Ibs Table 14.5.5.1( H/2 P.= 1420 Ibs<---At Each Post +Vn= 9631 Ibs V,/+Vn= 0.147<1.0 O.K. H/2 X—X 20. BEAM FIXED AT ONE END,FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based On SO11 bearing area Check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Service Vertical Load(P)= 816 Ibs �'r Tnhl FquW.U.(nfnn L..d . . . . -3.r Area reqd.for bearing(A,a,d)= 0.54 ft2 R-v . . . . . . . . . . -.r "b"distance= 8.85 in a It v _ Slab thickness(t)= 4.00 in n,n,•..(•an,.d.ad) _T S=(111)(t)2/6= 2.67 Ina/In ".� v •l, (••—.•d) . . . +Ma,(tension allowable)=f,*7.5*[(f,)1/2]*S= 709.93 in-lb/in nl, n u+-a•) Factored uniform bearing,w,=P,/A,a,d= 18.13 lb/in/in ��Tr Ma=wL2/3=(wa)[(b-min(X-X,Y-Y))/2)2]/3= 76.17 in-lb/in-Defl.End M1=39 in-lb/in ■oT•" ni., ( Ma/+Mn)= 0.107<1.0 O.K. d• . . . . . . . . . . . „ Rack FOS Overturning with Resistance from Effective Weight of Slab on Grade: NACK Width of Single Rack= 22 in Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi (/j Concrete Slab Section Modulus,S=b(t)2/6= 32.0 iOft EFFECTIVEW Allowable Concrete Slab Bending Moment,Maii/FS=S*f/1.5= 788.8 ft*Ibs/ft Z Effective Cantilever Span Length(l,)at Mail= 5.6 ft C A N TI L E VE R E D Total Length of Slab(I,+Width of Single Rack)= 7.5 ft SLAB SPANC Trib.Width of Slab=Trib width of Rack= 8.0 ft LENGTH (L c Weight of Concrete Slab at Rack(P„n,)= 2995.7 Ibs Resisting Moment-Concrete Slab at Rack,MRST(a,ab)=Pc,nc*l,/2= 133917 in*Ibs m Load Combination#1: MOT= 7746 in*Ibs MRST(Rack) + MRSTaian)= 143861 in*lbs Q Total Overturning FOS= 18.573 OK (n Load Combination#2: MOT= 7095 in*Ibs ____- ---------'- M + M - 141617 in*Ibs ---------------------- RST(Rackl RST(slabl— ---- -^--_-____ Total Overturning FOS= 19.960 OK Rack OGP2(SF-CF) JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 73 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Storage Rack-Seismic Design Rack OGP5(SF-CF) 22-90 OGP IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor(I")= 1.0 <---No Public Access Allowed(Typ.at Back 3 1 3-- Supported on Elevated Floor(Y/N): No Stockroom/Grocery Storage Areas) ld Max.Weight per level(2 Pallets/shelf)=600 lbs/shelf Weight of Unit= 200 lbs <---Shipping weight per Manuf. Rack Trib width(CL-to-CL of frames)= 96.5 in Total Shelf Load 22, OGPS hs= 0in 0lbs L_-- hs= 0in 0lbs PLAN VIEW h7= 0in 0lbs he= 0 in 0 lbs "OGP5"=22"Dx90"H @ 5 LEVELS h5= 22 in 600 lbs h4= 22 in 600 lbs 22" h3= 22 in 600 lbs h2= 20 in 600 lbs h1= 4 in 600 lbs 22" Total Shelf Height,H,= 90 in 7,_6„ Unit Height,H"= 90 in 22" Unit Base Depth,D= 22 in Note: Per ANSI MH16.1,effective lengths maybe determined by rational methods consistent with AISI orAISC. AISC Design by Second-Order Analysis,Section C2.2a is used. Notional loads are applied to gravity load cases and K=1.0 is 20° used since the ratio of second-order drift to first-order drift(P-6)/(P-A)<1.1. Overturning Stability (Load cases are per ASCE 7 sect.15.5.3.3.2): 4*1 ELEVATION Load Case 1 [per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(C,)(I")= 0.191 Ws(Braced) Seismic(C")(I")= 0.191 W,(Braced) 0.065 Ws(Down Aisle) 0.065 W.(Down Aisle) W.=(0.67)(PLRF)((0.67)PL)+DL= 1546.7 lbs Ws=(0.67)(PLRF)(0)PL)+DL= 602.0 lbs Base Shear,V=Cj^= 295.0 lbs (Braced) Base Shear,V=Cj^= 114.8 lbs (Braced) 100.5 lbs (Down Aisle) 39.1 lbs (Down Aisle) Horizontal forces/level,F.=C,V [RMI 2.6.6] Horizontal forces/level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) FS= 0.0 lbs @ 0 in(CM) (Service Loads) F9= 0.0 lbs Note: F8= 0.0 lbs @ 0 in(CM) F8= 0.0 lbs (CM)=Product Center of F7= 0.0 lbs @ 0 in(CM) F7= 0.0 lbs Mass typically 20 inches F5= 0.0 lbs @ 0 in(CM) F5= 0.0 lbs above the top of shelf at F5= 71.6 lbs @ 110 in(CM) F5= 70.7 lbs @ 110 in(CM) each level. F4= 51.4 lbs @ 79 in(CM) F4= 0.0 lbs F3= 37.1 lbs @ 57 in(CM) F3= 0.0 lbs Fz= 22.8 lbs @ 35 in(CM) F2= 0.0 lbs F1= 9.1 lbs @ 14 in(CM) F1= 0.0 lbs F"= 14.6 lbs @ 45 in(CM) F"= 9.6 lbs @ 45 in(CM) Calculate Overturning Moment(Service),MoT=Efihi Calculate Overturning Moment(Service),MoT=Efihi M,=15629 in-lbs MoT=8215 in-lbs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=24310 in-lbs MRST=8800 in-lbs Factor of Safety,FOS,=MRST/MoT= 1.555 Factor of Safety,FOSoT=MRST/MOT=1.071 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-ANCHORS REQUIRED UPRIGHT Base Reactions: LC#1 LC#2 POST j Rn= 103lbs 40lbs OGP Ln R"= 0lbs 0lbs Overturning FOS= 1.555 >=1.5 1.071 c 1.5 AB.Reqd _ Sliding Restraint,RR,/FOS=3711bs/3.592>=1.5 OK 169lbs/4.195>=1.5 OK c Reactions(Factored Loads): LC#1 LC#2 Base Shear(RA= 2951bs 115 lbs Net Uplift(R")= 0 lbs 0 lbs nn 'I U Overturning+Gravity (Pn)= 3154 Ibs 1232 lbs Ai �I TensionAllowables Steel Strength,ON.,= 5675 Ibs <-_ACI 318-19 Eq 17.6.1.2 1 .5hef 1 • hef Concrete Breakout,(0.75)0N b"= 7521bs <--ACI 318-19 Eq 17.6.2.1b 1 .5ca 1 .5ca Pullout Strength,(0.75)�N"n= 519lbs <--ACI 318-19 Eq 17.6.3.1 Factored Tension Load,(Nn)= 0 lbs (LC#1) 0 lbs (LC#2) Anchor Design(using"Cracked Concrete"Properties) max tension stress ratio(TSR)= 0.000 OK(LC#1) 0.000 OK(LC#2) Upright Post Type= OGP Shear Allowables Try:3/8"0 DeWalt Screw Bolt+Anchor-2"embed. Steel Strength,r V""= 1449 Ibs <--ACI 318-19 Eq 17.7.1.2b Embedment(h„a„)= 2 in Concrete breakout(Yg),�Vcb"= 1704lbs <--ACI 318-19 Eq 17.7.2.1b fc'= 3500 psi Concrete breakout(Xg),OV�b"= 1364 lbs <--ACI 318-19 Eq 17.7.2.1 b e, = 1.875 in <--Eccen.of Anchor Concrete pryout,�V_= 1080lbs <--ACI 318-19 Eq 17.7.3.1b h�= 1.33 in 1.5(h�)= 1.995 in LC#1 LC#2 Conc.thickness,t= 4 in 1.5(C")=7.500 in Factored Shear Load(V"): Braced= 295 lbs 115 lbs #of Anchors,n= 1 Down Aisle= 101 lbs 39 lbs Sx= 0.00 in Max shear stress ratio(VSR): Braced= 0.273 OK 0.106 OK Sy= 0.00 in Down Aisle= 0.093 OK 0.036 OK As"= 0.094 in12 Braced(TSR+VSR<=1.2)= 0.273 <=1.2 OK-LC#1 Controls Down Aisle(VSR<=1.0)= 0.093 OK-LC#1 Controls USE: (1) 3/8"0 DeWalt Screw Bolt+Anchor-2"embed. ICC REPORT#ESR-3889 Rack OGP5(SF-CF) JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 74 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Storage Rack - Seismic Design Rack OGP5(SF-CF) 22-90 OGP IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: Max Vertical Load(ASD)-RMI,sect 2.1-LC#4: (Design per ACI 318-19 section 14.5.5) P=(1+0.11Sds)DL+(3/4)[(1+0.14Sds)PL+(0.7)EL] Max.Factored Vertical Load(P,)= 3154 Ibs I = SDS= 0.763(lp=1) Slab Concrete fc= 3500 psi I ' DL=(Frame Wt/2)= 100 Ibs Slab thickness(t)= 4 in. PL=E(Shelf Load h,-h,)/2= 1500 Ibs Rack Post X-X= 1.75 in. I I EL=MDT,Lc#1/((0.7)(D))= 1515 Ibs Rack Post Y-Y= 3.00 in. I Q a .I P= 1886 Ibs<---At Each Post b,= 25.50 in. N R= 1.71 I Max Vertical Load(LRFD)-RMI,sect 2.2-LC#5: Vn= 17433 Ibs Table 14.5.5.1t LQ J = P=(1.2+0.2Sds)DL+(0.85+0.2Sds)PL+EL Vn max= 16052 Ibs Table 14.5.5.1( H/2 P.= 3154 Ibs<---At Each Post +Vn= 9631 Ibs VAVn= 0.327<1.0O.K. H/2 X—X 20. BEAM FIXED AT ONE END,FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based On SO11 bearing area Check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Service Vertical Load(P)= 1886 Ibs �'� Tnhl FquW.U.(nfnn Lead . . . . -3.r Area reqd.for bearing(A,a,d)= 1.26 ft2 R-v . . . . . . . . . . -.r "b"distance= 13.46 in a It v, _ Slab thickness(t)= 4.00 in n,n,...(,an,.d.ad) _T S=(111)(t)2/6= 2.67 Ina/In ".� v •l, (ae d.R,.w.ad) . . . �Ma,(tension allowable)=f,*7.5*[(f,)1/2]*S= 709.93 in-lb/in nl, _ n u+-a•) Factored uniform bearing,w,=P,/A,a,d= 17.42 lb/in/in Ma=wL2/3=(wa)[(b-min(X-X,Y-Y))/2)2]/3= 198.91 in-lb/in-Defl.End M1=100 in-lb/in ■oT•"� • M., MAMnt= 0.280<1.0 O.K. Rack FOS Overturning with Resistance from Effective Weight of Slab on Grade: NACK Width of Single Rack= 22 in Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi (/j Concrete Slab Section Modulus,S=b(t)2/6= 32.0 iOft EFFECTIVEW Allowable Concrete Slab Bending Moment,Maii/FS=S*f/1.5= 788.8 ft*Ibs/ft Z Effective Cantilever Span Length(l,)at Mail= 5.6 ft C A N TI L E VE R E D Total Length of Slab(I,+Width of Single Rack)= 7.5 ft SLAB SPANC Trib.Width of Slab=Trib width of Rack= 8.0 ft LENGTH (L c Weight of Concrete Slab at Rack(P„n,)= 2995.7 Ibs Resisting Moment-Concrete Slab at Rack,MRST(a,ab)=Pc,nc*l,/2= 133917 in*Ibs m Load Combination#1: MOT= 15629 in*Ibs MRST(Rack) + MRSTaiab)= 158227 in*lbs Q Total Overturning FOS= 10.124 OK (n Load Combination#2: MOT= 8215 in*Ibs ____- ---------'- M + M - 142717 in*Ibs ---------------------- RST(Rackl RST(slabl— ---- -^--_-____ Total Overturning FOS= 17.373 OK Rack OGP5(SF-CF) JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 75 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Storage Rack-Seismic Design Rack OGP2(46-90 OGP) 46-90 OGP IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor(lp)= 1.0 <---No Public Access Allowed(Typ.at Back 1 8_n1 1 •• Supported on Elevated Floor(Y/N): No Stockroom/Grocery Storage Areas) ��22 Max.Weight per level(2 Pallets/shelf)=600 Ibs/shelf Weight of Unit= 100 Ibs <---Shipping weight per Manuf. Rack Trib width(CL-to-CL of frames)= 96.5 in Total Shelf Load hs= 0in 0lbs 46" hs= 0in 0lbs h7= 0in 0lbs OGP2 h5= 0in 0lbs PLAN VIEW h5= 0in 0lbs "OGP2"= 46"Dx90'•H C 2 LEVELS h4= 0 in 0lbs h3= 0 in 0lbs h2= 46 in 600 Ibs h1= 44 in 600lbs 46" Total Shelf Height,H,= 90 in I Unit Height,H�= 90 in ,,_6• II}+-Unit Base Depth,D= 46 in Note: Per ANSI MH16.1,effective lengths maybe determined by rational methods consistent with AISI orAISC. AISC Design by Second-Order Analysis,Section C2.2a is used. Notional loads are applied to gravity load cases and K=1.0 is 44" used since the ratio of second-order drift to first-order drift(P-6)/(P-A)<1.1. Overturning Stability (Load cases are per ASCE 7 sect.15.5.3.3.2): ELEVATION Load Case 1 [per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(C,)(I,)= 0.191 Ws(Braced) Seismic(C,)(lp)= 0.191 W,(Braced) 0.065 Ws(Down Aisle) 0.065 W.(Down Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 638.7 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 502.0 Ibs Base Shear,V=Cj^= 121.8 Ibs (Braced) Base Shear,V=Cj^= 95.8 Ibs (Braced) 41.5 Ibs (Down Aisle) 32.6 Ibs (Down Aisle) Horizontal forces/level,F.=C�V [RMI 2.6.6] Horizontal forces/level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) F9= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F8= 0.0 Ibs @ 0 in(CM) F8= 0.0 Ibs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 20 inches F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs above the top of shelf at F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs each level. F4= 0.0 Ibs @ 0 in(CM) F4= 0.0 Ibs F3= 0.0 Ibs @ 0 in(CM) F3= 0.0 Ibs Fz= 49.8 Ibs @ 110 in(CM) F2= 62.8 Ibs @ 110 in(CM) F1= 30.4 Ibs @ 67 in(CM) F1= 0.0 Ibs Fu= 5.1 Ibs @ 45 in(CM) Fu= 4.3 Ibs @ 45 in(CM) Calculate Overturning Moment(Service),MoT=Efihi Calculate Overturning Moment(Service),MoT=Efihi MoT=7746 in-Ibs MoT=7095 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=20792 in-Ibs MRST= 16100 in-Ibs Factor of Safety,FOS,=MRST/MoT=2.684 Factor of Safety,FOSOT=MRST/MOT=2.269 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-NO ANCHORS REQUIRED UPRIGHT Base Reactions: LC#1 LC#2 POST j Rn= 43lbs 34lbs OGP Ln R"= 0lbs 0lbs Overturning FOS= 2.684 >=1.5 2.269 >_1.5 _ Sliding Restraint,RR,/FOS= 122lbs/2.86>=1.5 OK 101lbs/3.023>=1.5 OK c Reactions(Factored Loads): LC#1 LC#2 Base Shear(RA= 122 Ibs 96 Ibs Net Uplift(Ru)= 0 Ibs 0 Ibs nn 'I U Overturning+Gravity (Pn)= 1028 Ibs 697 Ibs Ai �I TensionAllowables Steel Strength,ON.,= 5675 Ibs <-_ACI 318-19 Eq 17.6.1.2 1 .5hef 1 • hef Concrete Breakout,(0.75)0N bo= 7521bs <--ACI 318-19 Eq 17.6.2.1b 1 .5ca 1 .5ca Pullout Strength,(0.75)01Npn= 519lbs <--ACI 318-19 Eq 17.6.3.1 Factored Tension Load,(Nn)= 0 Ibs (LC#1) 0 Ibs (LC#2) Anchor Design(using"Cracked Concrete"Properties) max tension stress ratio(TSR)= 0.000 OK(LC#1) 0.000 OK(LC#2) Upright Post Type= OGP Shear Allowables Try:3/8"0 DeWalt Screw Bolt+Anchor-2"embed. Steel Strength,OVsa= 1449 Ibs <--ACI 318-19 Eq 17.7.1.2b Embedment(h„a„)= 2 in Concrete breakout(Yg),Vcba= 1704lbs <--ACI 318-19 Eq 17.7.2.1b fc'= 3500 psi Concrete breakout(Xg),OV�bq= 1364 Ibs <--ACI 318-19 Eq 17.7.2.1 b e, = 1.875 in <--Eccen.of Anchor Concrete pryout,OV_= 1080lbs <--ACI 318-19 Eq 17.7.3.1b h�= 1.33 in 1.5(h�)= 1.995 in LC#1 LC#2 Conc.thickness,t= 4 in 1.5(Cj=7.500 in Factored Shear Load(V): Braced= 122 Ibs 96 Ibs #of Anchors,n= 1 Down Aisle= 42 Ibs 33 Ibs Sx= 0.00 in Max shear stress ratio(VSR): Braced= 0.113 OK 0.089 OK Sy= 0.00 in Down Aisle= 0.038 OK 0.030 OK A,.= 0.094 in12 Braced(TSR+VSR<=1.2)= 0.113 <=1.2 OK-LC#1 Controls Down Aisle(VSR<=1.0)= 0.038 OK-LC#1 Controls USE: NO UPLIFT-(1)3/8"0 DeWalt Screw Bolt+Anchor-2"embed. Rack OGP2(46-90 OGP) JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 76 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Storage Rack - Seismic Design Rack OGP2 (46-90 OGP) 46-90 OGP IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: Max Vertical Load(ASD)-RMI,sect 2.1-LC#4: (Design per ACI 318-19 section 14.5.5) P=(1+0.11Sds)DL+(3/4)[(1+0.14Sds)PL+(0.7)EL] Max.Factored Vertical Load(P,)= 1028 Ibs I = SDs= 0.763(lp=1) Slab Concrete fc= 3500 psi I ' DL=(Frame Wt/2)= 50 Ibs Slab thickness(t)= 4 in. PL=E(Shelf Load h,-h,)/2= 600 Ibs Rack Post X-X= 1.75 in. I I EL=MOT,Lc#1/((0.7)(D))= 360 Ibs Rack Post Y-Y= 3.00 in. I Q a .I P= 679 Ibs<---At Each Post b,= 25.50 in. N R= 1.71 I Max Vertical Load(LRFD)-RMI,sect 2.2-LC#5: Vn= 17433 Ibs Table 14.5.5.1t LQ J = P=(1.2+0.2Sds)DL+(0.85+0.2Sds)PL+EL Vn max= 16052 Ibs Table 14.5.5.1( H/2 P.= 1028 Ibs<---At Each Post +Vn= 9631 Ibs V,/+Vn= 0.107<1.0 Q.K. H/2 X—X 20. BEAM FIXED AT ONE END,FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based On SO11 bearing area Check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Service Vertical Load(P)= 679 Ibs �'r Tnhl FquW.U.(nfnn L..d . . . . -3.r Area reqd.for bearing(A,a,d)= 0.45 ft2 R-v . . . . . . . . . . -.r "b"distance= 8.07 in a It v _ Slab thickness(t)= 4.00 in n,n,•..(•an,.d.ad) _T S=(111)(t)2/6= 2.67 Ina/In ".� v •l, (••—.•d) . . . +Ma,(tension allowable)=f,*7.5*[(f,)1/2]*S= 709.93 in-lb/in nl, n u+-a•) Factored uniform bearing,w,=P,/A,a,d= 15.77 lb/in/in ��Tr Ma=wL2/3=(wa)[(b-min(X-X,Y-Y))/2)2]/3= 52.55 in-lb/in-Defl.End M1=27 in-lb/in ■oT•" ni., ( Ma/+Mn)= 0.074<1.0 O.K. d• . . . . . . . . . . . „ Rack FOS Overturning with Resistance from Effective Weight of Slab on Grade: NACK Width of Single Rack= 46 in Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi (/j Concrete Slab Section Modulus,S=b(t)2/6= 32.0 iOft EFFECTIVEW Allowable Concrete Slab Bending Moment,Maii/FS=S*f/1.5= 788.8 ft*Ibs/ft Z Effective Cantilever Span Length(l,)at Mail= 5.6 ft C A N TI L E VE R E D Total Length of Slab(I,+Width of Single Rack)= 9.5 ft SLAB SPANC Trib.Width of Slab=Trib width of Rack= 8.0 ft LENGTH (L c Weight of Concrete Slab at Rack(P„n,)= 3799.9 Ibs Resisting Moment-Concrete Slab at Rack,MRST(a,ab)=Pc,nc*l,/2= 215465 in*Ibs m Load Combination#1: MOT= 7746 in*Ibs MRST(Rack) + MRSTaiab)= 236257 in*lbs Q Total Overturning FOS= 30.502 OK (A Load Combination#2: MOT= 7095 in*Ibs ____- ---------'- MRST(R.k) + MRST(aWa 231565 in*Ibs -------------- Total Overturning FOS= 32.637 OK Rack OGP2(46-90 OGP) JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 77 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Storage Rack-Seismic Design Rack OGP3(46-90 OGP) 46-90 OGP IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor(lp)= 1.0 <---No Public Access Allowed(Typ.at Back Q Supported on Elevated Floor(Y/N): No Stockroom/Grocery Storage Areas) Max.Weight per level(2 Pallets/shelf)=600 Ibs/shelf Weight of Unit= 100 Ibs <---Shipping weight per Manuf. Rack Trib width(CL-to-CL of frames)= 96.5 in Total Shelf Load hs= 0in 0lbs 46" h = in lbs h7 0 0 = in lbs OGP3 h3= 0in 0lbs PLAN VIEW h5= 0in 0lbs h4= 0 in 0 Ibs "OGP3"=46"040"H @ 3 LEVELS h3= 22 in 600 Ibs h2= 22 in 600 Ibs 22 h1= 46 in 600lbs Total Shelf Height,H,= 90 in 22" Unit Height,H.= 90 in 7'_6• Unit Base Depth,D= 46 in Note: Per ANSI MH16.1,effective lengths maybe determined by rational methods consistent with AISI orAISC. AISC 46" Design by Second-Order Analysis,Section C2.2a is used. Notional loads are applied to gravity load cases and K=1.0 is used since the ratio of second-order drift to first-order drift(P-6)/(P-A)<1.1. Overturning Stability (Load cases are per ASCE 7 sect.15.5.3.3.2): ELEVATION Load Case 1 [per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(C,)(I,)= 0.191 Ws(Braced) Seismic(C,)(lp)= 0.191 W,(Braced) 0.065 Ws(Down Aisle) 0.065 W.(Down Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 908.0 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 502.0 Ibs Base Shear,V=Cj^= 173.2 Ibs (Braced) Base Shear,V=Cj^= 95.8 Ibs (Braced) 59.0 Ibs (Down Aisle) 32.6 Ibs (Down Aisle) Horizontal forces/level,F.=C�V [RMI 2.6.6] Horizontal forces/level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) FS= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F8= 0.0 Ibs @ 0 in(CM) F8= 0.0 Ibs (CM)=Product Center of F7= 0.0 Ibs @ 0 in(CM) F7= 0.0 Ibs Mass typically 20 inches F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs above the top of shelf at F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs each level. F4= 0.0 Ibs @ 0 in(CM) F4= 0.0 Ibs F3= 51.9 Ibs @ 110 in(CM) F3= 62.8 Ibs @ 110 in(CM) Fz= 37.2 Ibs @ 79 in(CM) F2= 0.0 Ibs F1= 26.9 Ibs @ 57 in(CM) F1= 0.0 Ibs F"= 5.3 Ibs @ 45 in(CM) F"= 4.3 Ibs @ 45 in(CM) Calculate Overturning Moment(Service),MoT=Efihi Calculate Overturning Moment(Service),MoT=Efih, M,=10415 in-Ibs MoT=7095 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=30038 in-Ibs MRST= 16100 in-Ibs Factor of Safety,FOS,=MRST/MoT=2.884 Factor of Safety,FOSoT=MRST/MOT=2.269 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-NO ANCHORS REQUIRED UPRIGHT Base Reactions: LC#1 LC#2 POST j Rn= 61lbs 34lbs OGP Ln R"= 0lbs 0lbs Overturning FOS= 2.884 >=1.5 2.269 >_1.5 _ Sliding Restraint,RR,/FOS= 170lbs/2.806>=1.5 OK 101lbs/3.023>=1.5 OK c Reactions(Factored Loads): LC#1 LC#2 Base Shear(RA= 173 Ibs 96 Ibs Net Uplift(R")= 0 Ibs 0 Ibs n 'I U Overturning+Gravity (P„)= 1453 Ibs 697 Ibs r�nC '�I TensionAllowables Steel Strength,ON.,= 5675 Ibs <-_ACI 318-19 Eq 17.6.1.2 1 .5hef j 1 . hef Concrete Breakout,(0.75)ON bo= 7521bs <--ACI 318-19 Eq 17.6.2.1b 1 .5ca 1 .5ca Pullout Strength,(0.75)ONp = 519 Ibs <--ACI 318-19 Eq 17.6.3.1 Factored Tension Load,(N)= 0 Ibs (LC#1) 0 Ibs (LC#2) Anchor Design(using"Cracked Concrete"Properties) max tension stress ratio(TSR)= 0.000 OK(LC#1) 0.000 OK(LC#2) Upright Post Type= OGP Shear Allowables Try:3/8"0 DeWalt Screw Bolt+Anchor-2"embed. Steel Strength,OVsa= 1449 Ibs <--ACI 318-19 Eq 17.7.1.2b Embedment(h„a„)= 2 in Concrete breakout(Yg),OVcba= 1704lbs <--ACI 318-19 Eq 17.7.2.1b fc'= 3500 psi Concrete breakout(Xg),OV�bq= 1364 Ibs <--ACI 318-19 Eq 17.7.2.1 b e, = 1.875 in <--Eccen.of Anchor Concrete pryout,OV_= 1080lbs <--ACI 318-19 Eq 17.7.3.1b h�= 1.33 in 1.5(h�)= 1.995 in LC#1 LC#2 Conc.thickness,t= 4 in 1.5(Cj=7.500 in Factored Shear Load(V): Braced= 173 Ibs 96 Ibs #of Anchors,n= 1 Down Aisle= 59 Ibs 33 Ibs Sx= 0.00 in Max shear stress ratio(VSR): Braced= 0.160 OK 0.089 OK Sy= 0.00 in Down Aisle= 0.055 OK 0.030 OK A,.= 0.094 inA2 Braced(TSR+VSR<=1.2)= 0.160 <=1.2 OK-LC#1 Controls Down Aisle(VSR<=1.0)= 0.055 OK-LC#1 Controls USE: NO UPLIFT-(1)3/8"0 DeWalt Screw Bolt+Anchor-2"embed. Rack OGP3(46-90 OGP) JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 78 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Storage Rack - Seismic Design Rack OGP3 (46-90 OGP) 46-90 OGP IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: Max Vertical Load(ASD)-RMI,sect 2.1-LC#4: (Design per ACI 318-19 section 14.5.5) P=(1+0.11Sds)DL+(3/4)[(1+0.14Sds)PL+(0.7)EL] Max.Factored Vertical Load(P,)= 1453 Ibs I = SDs= 0.763(lp=1) Slab Concrete fc= 3500 psi I ' DL=(Frame Wt/2)= 50 Ibs Slab thickness(t)= 4 in. PL=E(Shelf Load h,-h,)/2= 900 Ibs Rack Post X-X= 1.75 in. I I EL=MDT,Lc#1/((0.7)(D))= 483 Ibs Rack Post Y-Y= 3.00 in. I Q a .I P= 971 Ibs<---At Each Post b,= 25.50 in. C"I R= 1.71 I Max Vertical Load(LRFD)-RMI,sect 2.2-LC#5: Vn= 17433 Ibs Table 14.5.5.1t LQ J = P=(1.2+0.2Sds)DL+(0.85+0.2Sds)PL+EL Vn max= 16052 Ibs Table 14.5.5.1( H/2 P.= 1453 Ibs<---At Each Post +Vn= 9631 Ibs VAVn= 0.151 <1.0OX H/2 X—X 20. BEAM FIXED AT ONE END,FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based On SO11 bearing area Check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Service Vertical Load(P)= 971 Ibs �'� Tnhl FquW.U.(nfnn Lead . . . . -3.r Area reqd.for bearing(A,a,d)= 0.65 ft2 R-v . . . . . . . . . . -.r "b"distance= 9.65 in a It v, _ Slab thickness(t)= 4.00 in n,n,...(,an,.d.ad) _T S=(111)(t)2/6= 2.67 Ina/In ".� v •l, (ae d.R,.w.ad) . . . �Ma,(tension allowable)=f,*7.5*[(f,)1/2]*S= 709.93 in-lb/in nl, _ n u+-a•) Factored uniform bearing,w,=P, e /^,,d= 15.59 lb/in/in Ma=wL2/3=(wa)[(b-min(X-X,Y-Y))/2)2]/3= 81.17 in-lb/in-Defl.End M1=41 in-lb/in ■oT•"� • M., MAMnt= 0.114<1.0 O.K. Rack FOS Overturning with Resistance from Effective Weight of Slab on Grade: NACK Width of Single Rack= 46 in Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi (/j Concrete Slab Section Modulus,S=b(t)2/6= 32.0 iOft EFFECTIVEW Allowable Concrete Slab Bending Moment,Maii/FS=S*f/1.5= 788.8 ft*Ibs/ft Z Effective Cantilever Span Length(l,)at Mail= 5.6 ft C A N TI L E VE R E D Total Length of Slab(I,+Width of Single Rack)= 9.5 ft SLAB SPANC Trib.Width of Slab=Trib width of Rack= 8.0 ft LENGTH (L c Weight of Concrete Slab at Rack(P„n,)= 3799.9 Ibs Resisting Moment-Concrete Slab at Rack,MRST(a,ab)=Pc,nc*l,/2= 215465 in*Ibs m Load Combination#1: MOT= 10415 in*Ibs MRST(Rack) + MRSTaian)= 245503 in*lbs Q Total Overturning FOS= 23.572 OK (A Load Combination#2: MOT= 7095 in*Ibs ____- ---------'- MRST(R.k) + MRST(aWa 231565 in*Ibs -------------- Total Overturning FOS= 32.637 OK Rack OGP3(46-90 OGP) JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 79 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Storage Rack-Seismic Design Rack OGP5(46-90 OGP) 46-90 OGP IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor(lp)= 1.0 <---No Public Access Allowed(Typ.at Back Supported on Elevated Floor(Y/N): No Stockroom/Grocery Storage Areas) oil Max.Weight per level(2 Pallets/shelf)=600 lbs/shelf Weight of Unit= 100 lbs <---Shipping weight per Manuf. Rack Trib width(CL-to-CL of frames)= 96.5 in Total Shelf Load hs= 0in 0lbs 46" h = in lbs OGP5 h7 0 0 = in lbs hs= 0in 0lbs PLAN VIEW hs= 22 in 600 lbs 'OGP5"=46"Dx90"H @ 5 LEVELS h4= 22 in 600 lbs h3= 22 in 600 lbs h2= 20 in 600 lbs 22 h,= 4 in 600 lbs Total Shelf Height,H,= 90 in 22" Unit Height,H.= 90 in 7'-6" Unit Base Depth,D= 46 in 22" Note: Per ANSI MH16.1,effective lengths maybe determined by rational methods consistent with AISI orAISC. AISC Design by Second-Order Analysis,Section C2.2a is used. Notional loads are applied to gravity load cases and K=1.0 is used since the ratio of second-order drift to first-order drift(P-6)/(P-A)<1.1. 20 Overturning Stability (Load cases are per ASCE 7 sect.15.5.3.3.2): 4'4 ELEVATION Load Case 1 [per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(C")(I,)= 0.191 W.(Braced) Seismic(C,)(lp)= 0.191 W"(Braced) 0.065 Ws(Down Aisle) 0.065 W.(Down Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 1446.7 lbs W"_(0.67)(PLRF)(0)PL)+DL= 502.0 lbs Base Shear,V=Cj^= 276.0 lbs (Braced) Base Shear,V=Cj^= 95.8 lbs (Braced) 94.0 lbs (Down Aisle) 32.6 lbs (Down Aisle) Horizontal forces/level,F.=C,V [RMI 2.6.6] Horizontal forces/level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) FS= 0.0 lbs @ 0 in(CM) (Service Loads) F9= 0.0 lbs Note: F8= 0.0 lbs @ 0 in(CM) F8= 0.0 lbs (CM)=Product Center of F7= 0.0 lbs @ 0 in(CM) F7= 0.0 lbs Mass typically 20 inches F5= 0.0 lbs @ 0 in(CM) F5= 0.0 lbs above the top of shelf at F5= 69.4 lbs @ 110 in(CM) F5= 62.8 lbs @ 110 in(CM) each level. F4= 49.8 lbs @ 79 in(CM) F4= 0.0 lbs F3= 36.0 lbs @ 57 in(CM) F3= 0.0 lbs Fz= 22.1 lbs @ 35 in(CM) F2= 0.0 lbs F,= 8.8 lbs @ 14 in(CM) F,= 0.0 lbs Fu= 7.1 lbs @ 45 in(CM) Fu= 4.3 lbs @ 45 in(CM) Calculate Overturning Moment(Service),MoT=Efihi Calculate Overturning Moment(Service),MoT=Efihi M,=14835 in-lbs MoT=7095 in-lbs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=48530 in-lbs MRST= 16100 in-lbs Factor of Safety,FOS,=MRST/MoT=3.271 Factor of Safety,FOSOT=MRST/MOT=2.269 NO UPLIFT-NO ANCHORS REQUIRED NO UPLIFT-NO ANCHORS REQUIRED UPRIGHT Base Reactions: LC#1 LC#2 POST j Rn= 97lbs 34lbs OGP Ln R"= 0lbs 0lbs Overturning FOS= 3.271 >_1.5 2.269 >_1.5 _ Sliding Restraint,RR,/FOS=2611bs/2.707>=1.5 OK 101lbs/3.023>=1.5 OK c Reactions(Factored Loads): LC#1 LC#2 Base Shear(RA= 276 lbs 96 lbs Net Uplift(Ru)= 0 lbs 0 lbs n 'I U Overturning+Gravity (Pn)= 2259 Ibs 6971bs r�nC '�I TensionAllowables Steel Strength,4N""= 5675 Ibs <-_ACI 318-19 Eq 17.6.1.2 1 .5hef 1 • hef Concrete Breakout,(0.75)4N bo= 7521bs <--ACI 318-19 Eq 17.6.2.1b 1 .5ca 1 .5ca Pullout Strength,(0.75)�Npn= 519lbs <--ACI 318-19 Eq 17.6.3.1 Factored Tension Load,(Nn)= 0 lbs (LC#1) 0 lbs (LC#2) Anchor Design(using"Cracked Concrete"Properties) max tension stress ratio(TSR)= 0.000 OK(LC#1) 0.000 OK(LC#2) Upright Post Type= OGP Shear Allowables Try:3/8"0 DeWalt Screw Bolt+Anchor-2"embed. Steel Strength,4Vs"= 1449 Ibs <--ACI 318-19 Eq 17.7.1.2b Embedment(h„a„)= 2 in Concrete breakout(Yg),�Vcba= 1704lbs <--ACI 318-19 Eq 17.7.2.1b fc'= 3500 psi Concrete breakout(Xg),OV�bq= 1364 lbs <--ACI 318-19 Eq 17.7.2.1 b e, = 1.875 in <--Eccen.of Anchor Concrete pryout,�V_= 1080lbs <--ACI 318-19 Eq 17.7.3.1b h�= 1.33 in 1.5(h�)= 1.995 in LC#1 LC#2 Conc.thickness,t= 4 in 1.5(Cj=7.500 in Factored Shear Load(V): Braced= 276 lbs 96 lbs #of Anchors,n= 1 Down Aisle= 94 lbs 33 lbs Sx= 0.00 in Max shear stress ratio(VSR): Braced= 0.256 OK 0.089 OK Sy= 0.00 in Down Aisle= 0.087 OK 0.030 OK A,.= 0.094 inA2 Braced(TSR+VSR<=1.2)= 0.256 <=1.2 OK-LC#1 Controls Down Aisle(VSR<=1.0)= 0.087 OK-LC#1 Controls USE: NO UPLIFT-(1)3/8"0 DeWalt Screw Bolt+Anchor-2"embed. Rack OGP5(46-90 OGP) JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 80 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 W W W.JBAENGR.COM Storage Rack - Seismic Design Rack OGP5 (46-90 OGP) 46-90 OGP IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: Max Vertical Load(ASD)-RMI,sect 2.1-LC#4: (Design per ACI 318-19 section 14.5.5) P=(1+0.11Sds)DL+(3/4)[(1+0.14Sds)PL+(0.7)EL] Max.Factored Vertical Load(P,)= 2259 Ibs I = SDs= 0.763(lp=1) Slab Concrete fc= 3500 psi I ' DL=(Frame Wt/2)= 50 Ibs Slab thickness(t)= 4 in. PL=E(Shelf Load h,-h,)/2= 1500 Ibs Rack Post X-X= 1.75 in. I I EL=MDT,Lc#1/((0.7)(D))= 688 Ibs Rack Post Y-Y= 3.00 in. I Q a .I P= 1541 Ibs<---At Each Post b,= 25.50 in. C"I R= 1.71 I Max Vertical Load(LRFD)-RMI,sect 2.2-LC#5: Vn= 17433 Ibs Table 14.5.5.1t LQ J = P=(1.2+0.2Sds)DL+(0.85+0.2Sds)PL+EL Vn max= 16052 Ibs Table 14.5.5.1( H/2 P.= 2259 Ibs<---At Each Post +Vn= 9631 Ibs VAVn= 0.235<1.0O.K. H/2 X—X 20. BEAM FIXED AT ONE END,FREE TO DEFLECT VERTICALLY BUT NOT Slab tension based On SO11 bearing area Check: ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Allowable soil bearing= 1500 psf Max.Service Vertical Load(P)= 1541 Ibs �'� Tnhl FquW.U.(nfnn Lead . . . . -3.r Area reqd.for bearing(A,a,d)= 1.03 flz R-v . . . . . . . . . . -.r "b"distance= 12.16 in a It v, _ Slab thickness(t)= 4.00 in n,n,...(,an,.d.ad) _T S=(111)(t)2/6= 2.67 Ina/In ".� v •l, (ae d.R,.w.ad) . . . �Ma,(tension allowable)=f,*7.5*[(f,)1/2]*S= 709.93 in-lb/in nl, _ n u+-a•) Factored uniform bearing,w,=P, e /^,,d= 15.27 lb/in/in Ma=wL2/3=(wa)[(b-min(X-X,Y-Y))/2)2]/3= 137.98 in-lb/in-Defl.End M1=69 in-lb/in ■oT•"� • M., MAMnt= 0.194<1.0 O.K. Rack FOS Overturning with Resistance from Effective Weight of Slab on Grade: NACK Width of Single Rack= 46 in Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi (/j Concrete Slab Section Modulus,S=b(t)2/6= 32.0 iOft EFFECTIVEW Allowable Concrete Slab Bending Moment,Maii/FS=S*f/1.5= 788.8 ft*Ibs/ft Z Effective Cantilever Span Length(l,)at Mail= 5.6 ft C A N TI L E VE R E D Total Length of Slab(I,+Width of Single Rack)= 9.5 ft SLAB SPANC Trib.Width of Slab=Trib width of Rack= 8.0 ft LENGTH (L c Weight of Concrete Slab at Rack(P„n,)= 3799.9 Ibs Resisting Moment-Concrete Slab at Rack,MRST(a,ab)=Pc,nc*l,/2= 215465 in*Ibs m Load Combination#1: MOT= 14835 in*Ibs MRST(Rack) + MRSTaian)= 263995 in*lbs Q Total Overturning FOS= 17.796 OK (n Load Combination#2: MOT= 7095 in*Ibs ____- ---------'- MRST(R.k) + MRST(aWa 231565 in*Ibs -------------- Total Overturning FOS= 32.637 OK Rack OGP5(46-90 OGP) JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 81 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Storage Rack-Seismic Design Rack T(22x60 OGP) 22-60 OGP IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Seismic Importance Factor(lp)= 1.5 <---Public Access Allowed(Typ.at Sales Floor Supported on Elevated Floor(Y/N): No /Garden Center Areas) ~48.000 22.0 Max.Weight per level(2 Pallets/shelf)=250 Ibs/shelf Weight of Unit= 100 Ibs <---Shipping weight per Manuf. 7 Rack Trib width(CL-to-CL of frames)= 46 in Total Shelf Load hs= 0in 0lbs 18.0 h6= 0in 0lbs h7= 0in 0lbs he= Din 0lbs h6= 0in 0lbs h4= 18 in 250lbs 180�i.0 h3= 18 in 250 Ibs h2= 18 in 250 Ibs h1= 3 in 250lbs Total Shelf Height,H,= 57 in Unit Height,H�= 60 in O Unit Base Depth,D= 22 in Note: Per ANSI MH16.1,effective lengths maybe determined by rational methods consistent with AISI orAISC. AISC Design by Second-Order Analysis,Section C2.2a is used. Notional loads are applied to gravity load cases and K=1.0 is used since the ratio of second-order drift to first-order drift(P-6)/(P-A)<1.1. Overturning Stability (Load cases are per ASCE 7 sect.15.5.3.3.2): FRONT VIEW 30 SIDE VIEW Load Case 1 [per RMI sect.2.6.9(1)-PL=0.67(PL)] Load Case 2[per RMI sect.2.6.9(2)-PL=1.0(PL)] [RMI sect 2.6.2,PLrf=1.0] [RMI sect 2.6.2,PLrf=1.0] Seismic(C,)(I,)= 0.286 Ws(Braced) Seismic(Cs)(lp)= 0.286 W,(Braced) 0.097 Ws(Down Aisle) 0.097 W.(Down Aisle) Ws=(0.67)(PLRF)((0.67)PL)+DL= 548.9 Ibs Ws=(0.67)(PLRF)(0)PL)+DL= 267.5 Ibs Base Shear,V=Cj^= 157.1 Ibs (Braced) Base Shear,V=Cj^= 76.5 Ibs (Braced) 53.5 Ibs (Down Aisle) 26.1 Ibs (Down Aisle) Horizontal forces/level,F.=C�V [RMI 2.6.6] Horizontal forces/level,F.=CV [RMI 2.6.6] (Service Loads,E=0.7) FS= 0.0 Ibs @ 0 in(CM) (Service Loads) F9= 0.0 Ibs Note: F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs (CM)=Product Center of FT= 0.0 Ibs @ 0 in(CM) FT= 0.0 Ibs Mass typically 20 inches F6= 0.0 Ibs @ 0 in(CM) F6= 0.0 Ibs above the top of shelf at F5= 0.0 Ibs @ 0 in(CM) F5= 0.0 Ibs each level. F4= 47.1 Ibs @ 81 in(CM) F4= 46.4 Ibs @ 77 in(CM) F3= 27.9 Ibs @ 48 in(CM) F3= 0.0 Ibs Fz= 17.5 Ibs @ 30 in(CM) F2= 0.0 Ibs F1= 7.0 Ibs @ 12 in(CM) F1= 0.0 Ibs Fu= 10.4 Ibs @ 30 in(CM) Fu= 7.2 Ibs @ 30 in(CM) Calculate Overturning Moment(Service),Mo,=Efihi Calculate Overturning Moment(Service),MoT=Efihi Ma,=6079 in-Ibs MoT=3786 in-Ibs Calculate Resisting Moment(Service),MRST Calculate Resisting Moment(Service),MRST MRST=8470 in-Ibs MRST=3850 in-Ibs Factor of Safety,FOSo,=MRST/Mo,= 1.393 Factor of Safety,FOSoT=MRST/MOT=1.017 NO UPLIFT-ANCHORS REQUIRED NO UPLIFT-ANCHORS REQUIRED UPRIGHT Base Reactions: LC#1 LC#2 POST j Rn= 55lbs 27lbs OGP Ln R"= 0lbs 0lbs Overturning FOS= 1.393 <1.5 ABs Reqd 1.017 <1.5 AB.Reqd _ Sliding Restraint,RRs,/FOS= 138lbs/2.505>=1.5 OK 76Ibs/2.854>=1.5 OK c Reactions(Factored Loads): LC#1 LC#2 Base Shear(RA= 157 Ibs 77 Ibs Net Uplift(Ru)= 0 Ibs 0 Ibs nn 'I U Overturning+Gravity (Pn)= 1158 Ibs 560 Ibs Ai �I TensionAllowables Steel Strength,ON.,= 5675 Ibs <-_ACI 318-19 Eq 17.6.1.2 1 .5hef 1 hef Concrete Breakout,(0.75)0N0.= 752lbs <--ACI 318-19 Eq 17.6.2.1b 1 .5ca 1 .5ca Pullout Strength,(0.75)01Npn= 519lbs <--ACI 318-19 Eq 17.6.3.1 Factored Tension Load,(Nn)= 0 Ibs (LC#1) 0 Ibs (LC#2) Anchor Design(using"Cracked Concrete"Properties) max tension stress ratio(TSR)= 0.000 OK(LC#1) 0.000 OK(LC#2) Upright Post Type= OGP Shear Allowables Try:3/8"0 DeWalt Screw Bolt+Anchor-2"embed. Steel Strength,OVsa= 1449 Ibs <--ACI 318-19 Eq 17.7.1.2b Embedment(h„a„)= 2 in Concrete breakout(Yg),OVcba= 1704lbs <--ACI 318-19 Eq 17.7.2.1b fc'= 3500 psi Concrete breakout(Xg),OV�bq= 1364 Ibs <--ACI 318-19 Eq 17.7.2.1 b e, = 1.875 in <--Eccen.of Anchor Concrete pryout,OV_= 1080lbs <--ACI 318-19 Eq 17.7.3.1b h�= 1.33 in 1.5(h�)= 1.995 in LC#1 LC#2 Conc.thickness,t= 4 in 1.5(Cj=7.500 in Factored Shear Load(V): Braced= 157 Ibs 77 Ibs #of Anchors,n= 1 Down Aisle= 54 Ibs 26 Ibs Sx= 0.00 in Max shear stress ratio(VSR): Braced= 0.145 OK 0.071 OK Sy= 0.00 in Down Aisle= 0.050 OK 0.024 OK Ase= 0.094 in12 Braced(TSR+VSR<=1.2)= 0.145 <=1.2 OK-LC#1 Controls Down Aisle(VSR<=1.0)= 0.050 OK-LC#1 Controls USE: (1) 3/8"0 DeWalt Screw Bolt+Anchor-2"embed. ICC REPORT#ESR-3889 Rack T(22x60 OGP) JOHNSTON PROJECT NO: SHEET NO: OF 2401813757 82 82 BURKHOLDER PROJECT NAME: JBAAsSOCIATES #3757-Arlington, WA consulting structural engineers MADE BY: DATE: AB 09/03/25 930 CENTRAL KANSAS CITY,MO 64105 CHECKED BY: DATE: 816.421.4200 WWW.JBAENGR.COM Storage Rack- Seismic Design Rack T(22x60 OGP) 22-60 OGP IBC 2021 /ASCE 7-16/2012 RMI (ANSI/MH16.1-12) Punching Shear Check: — _ _ Max Vertical Load(ASD)-RMI,sect 2.1-LC#4: (Design per ACI 318-19 section 14.5.5) P=(1+0.11Sds)DL+(3/4)[(1+0.14Sds)PL+(0.7)EL] Max.Factored Vertical Load(P,)= 1158 Ibs p = SDS= 0.763(lp=1.5) Slab Concrete fc= 3500 psi I ' DL=(Frame Wt/2)= 50 Ibs Slab thickness(t)= 4 in. PL=E(Shelf Load h,-h,)/2= 500 Ibs Rack Post X-X= 1.75 in. EL=MOT,LC#1/((0.7)(D))= 590 Ibs Rack Post Y-Y= 3.00 in. I Q a .I P= 677 Ibs<---At Each Post b,= 25.50 in. N 0= 1.71 I Max Vertical Load(LRFD)-RMI,sect 2.2-LC#5: Vn= 17433 Ibs Table 14.5.5.1t LQ J = P=(1.2+0.2Sds)DL+(0.85+0.2Sds)PL+EL Vn max= 16052 Ibs Table 14.5.5.1( H/2 P.= 1158 Ibs<---At Each Post +Vn= 9631 Ibs VAVn= 0.120<1.0OX H/2 X—X Slab tension based on Soil bearing area check: 20. BEAM FIXED AT ONE END,FREE TO DEFLECT VERTICALLY BUT NOT Allowable soil bearing= 1500 psf ROTATE AT OTHER—UNIFORMLY DISTRIBUTED LOAD Max.Service Vertical Load(P)= 677 Ibs �'� Tnhl FquW.U.(nfnn Lead . . . . -3.r Area reqd.for bearing(A,a,d)= 0.45 ft2 R-v . . . . . . . . . . -.r "b"distance= 8.06 in a It v, _ Slab thickness(t)= 4.00 in n,n,...(,an,.d.ad) _T S=(111)(t)2/6= 2.67 Ina/In ".� V •l, (ae d.R,.w.ad) . . . �Ma,(tension allowable)=f,*7.5*[(f,)1/2]*S= 709.93 in-lb/in nl, _ n u+-a•) Factored uniform bearing,w,=P,/A,a,d= 17.82 lb/in/in Ma=wL2/3=(wa)[(b-min(X-X,Y-Y))/2)2]/3= 59.15 in-lb/in-Defl.End M1=30 in-lb/in ■oT•"� • M., d, „( MAMnt= 0.083<1.0 O.K. Rack FOS Overturning with Resistance from Effective Weight of Slab on Grade: NACK Width of Single Rack= 22 in Slab thickness(t)= 4.0 in Modulus of Rupture,f,=7.5*SQRT(fc)= 443.7 psi (/j Concrete Slab Section Modulus,S=b(t)2/6= 32.0 iOft EFFECTIVEW Allowable Concrete Slab Bending Moment,Maii/FS=S*f/1.5= 788.8 ft*Ibs/ft Z Effective Cantilever Span Length(l,)at Mail= 5.6 ft C A N TI L E VE R E D Total Length of Slab(I,+Width of Single Rack)= 7.5 ft SLAB SPANC Trib.Width of Slab=Trib width of Rack= 3.8 ft LENGTH (L c Weight of Concrete Slab at Rack(P„n,)= 1428.0 Ibs Resisting Moment-Concrete Slab at Rack,MRST(a,ab)=Pc,nc*l,/2= 63836 in*Ibs m Load Combination#1: MOT= 6079 in*Ibs MRST(Rack) + MRSTaiab)= 72306 in*lbs Q Total Overturning FOS= 11.894 OK (A Load Combination#2: MOT= 3786 in*Ibs ____- ---------'- MRST(R.k) + MRST(aial,)= 67686 in*Ibs ----------------------------------------------- Total Overturning FOS= 17.879 OK Rack T(22x60 OGP) Date: 03/27/2026 Permit#: 6749 Permit Date: 09/30/2025 Review Date: 12/12/2025 Permit Type: COMMERCIAL ALTERATION Review Type: COMMERCIAL ADDITION Target Date: 01/09/2026 Scheduled Time: 00:00 Completed Date: 12/16/2025 Description: See note Review Status: Approved with Conditions Assigned To: PLANNING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Notes 12/16/2025 Any mechanical lines to be painted to match building. Sign permit to be reviewed separately Property Information Parcel#: 00930300000301 Walmart, Inc. Walmart, Inc. PO BOX 8050 M/S 0555 4010 172ND ST BENTONVILLE,AR 72712-8050 Zoning: 569 Other Retail Trade -Apparel & Accessories NECLot: Block: Permit#: 6749 Permit Date: 09/30/25 Permit Type: COMMERCIAL ALTERATION Project Name: Walmart Remodel and Expansion Applicant Name: Michelle Everhart Applicant Address: PO BOX 8050 MS 0555 Applicant, City,Bentonville State, Zip: Contact: Stephanie Russell Phone: 913.236.3342 Email: michelle.everhart2@brrarch.com Scope of Work: Expansion will be additional storage for online grocery pick up.Addition will be for employee use only to hold orders before customer pick up. Valuation: 1250000.00 Square Feet: 3340 Number of Stories: 1 Construction Type: VB Occupancy Group: M; Mercantile ID Code: Permit Issued: Permit Expires: 03/27/2026 Form Permit Type: COMMERCIAL ALTERATION Status: VOID/WITHDRAWN Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 569 Other Retail 00930300000301 4010 172ND ST Walmart,Inc. Trade-Apparel& Accessories NEC Plan Reviews Date Review Type Description Assigned To Review Status 12/12/2025 COMMERCIAL No civil comments. Development Approved ADDITION Services Manager 12/12/2025 COMMERCIAL BUILDING In Review ADDITION COMMERCIAL Approved with 12/12/2025 ADDITION See note PLANNING Conditions Fees Fee Description Notes Amount Building Plan Review Table 4-2 $6,389.01 Total $6,389.01 Attached Letters Date Letter Description 09/30/2025 Web Form-Building Application Notes Date Note Created By: 12/12/2025 Zoning permit and civil permit are currently in process. Kristin Foster Pending zoning permit and civil permit submittal.Emailed applicant that we cannot accept the 09/30/2025 Hannah Hardwick building permit submittal until the other applications are submitted for concurrent review Uploaded Files Date File Name 09/30/2025 62254dc8496881lf539c348d7186fa28 3757 special inspection agreement.pdf 09/30/2025 3739dl61106ab280e0297e08dl5572ea psi-geo-07041578 geo walmart 3757 arlington wa report.pdf 09/30/2025 166e2f9lllb9e64eOa9afabd93edl709 updated-commercial tenant improvement application.pdf 09/30/2025 bfb713516a4539da5658f8ae44130d07 03757.1000 arlington wa - acm asbestos report.pdf 09/30/2025 ff5ebel50c62c97e2c3aecO4fcfc5bl3 03757 arlington lighting compliance.pdf