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B24-0072 - 31880 PASEO ADELANTO 10011/05/24 Letter of Transmittal 3707 W Garden Grove Blvd. Suite 100, Orange, CA 92868 phone 714.568.1010 fax 714.568.1028 www.csgengr.com To: City of San Juan Capistrano Date Completed: 3-18-24 Review #:2 32400 Paseo Adelanto Date Received: San Juan Capistrano, Ca. 92675 CSG #: 440988 Attn: Building Division Agency Plan Check #: B24-0072 Job Address: 31880 Paseo Adelanto 100 Job Description: Walk-in cooler Box (Tenant: Fermentation Farm) Status: Plan is ready for permit issuance for the following: X Plan is approved. Architectural Energy Plan is approved with conditions. See remarks. Structural Other: Plan is approved with redlines. See remarks. Plumbing Plan is approved with redlines and conditions. See remarks. Electrical Plan requires corrections. See attached list. Mechanical We have reviewed the following documents ( X Digital only): X Plans Truss Calculations X Structural Calculations Energy Calculations Soil Report Specifications Geotechnical Review Letter Special Inspection Form(s) Other: Special items to note: X Plan has been stamped and signed by CSG Environmental Health Services approval required Special inspection required for Hardship Form included Remarks: From: Chi Tran, SE/CBO CSG Consultants Inc. 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This document is intended to be used as a reference to facilitate plan review and approval only, and only for this specific project. This document is not part of the construction documents and may not be used by any parties other than KPFF Consulting Engineers and the Review Agency for any purpose without the written consent of KPFF Consulting Engineers. Irvine, CA 92612 Fermentation farms San Juan Capistrano, CA Walk-In Cooler / Freezer Submittal Structural Calculations for ThermalRite Walk-In Coolers and Freezers ThermalRite Job No. E05700 January 1, 2024 KPFF Job No. 2300604 Prepared By: KPFF Consulting Engineers 18400 Von Karman Ave., Suite 600 CSG 03/18/24 B24-0072 V2 PAGE NO. Executive Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . .. . . . .ES-1 Unit #1 Cooler/Freezer Product Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . .. . . . .U1-P-1 Design Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . .. . . . .U1-L-1 Gravity Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . .. . . . .U1-G-1 Lateral Analysis Force Distribution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . .. . . . .U1-F-1 Shear Wall Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .U1-S-1 thru U1-S-4 Diaphragm Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .U1-D-1 thru U1-D-3 Connection Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .U1-C-1 thru U1-C-5 n . . . . . . . . . . .. . . . .U1-B-1 Anchorage Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .AN-1 thru AN-8 LARR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .LARR-1 thru LARR-6 PROJECT: Fermentation farms TABLE OF CONTENTS DESCRIPTION Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 ES-1 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 PROJECT INFORMATION Client: 15600 37th Avenue N, Suite 100 Plymouth, MN 55446 Client Job No: E05700 Project Owner: Fermentation farms Project Location: San Juan Capistrano, CA Interior or Exterior: Interior Total Number of Units: 1 Building Risk Category: II Storage Rack Anchorage:None DESIGN APPROACH BASIS OF DESIGN ASCE 7-16 Minimum Design Loads for Buildings and Other Structures Seismic Analysis Based On: Los Angeles Research Report No. 24543 (LARR 24543) DESIGN ASSUMPTIONS 1. 2.Post installed anchors require Special Inspection per Section 1705.1 of the applicable Building Code 3. 4.The verification of the existing soils to support the new walk-ins shall be performed by others. 5.It is assumed that the existing slab is at least 4" thick normal weight concrete (NWC), with an f'c equal to or greater than 2,500 psi. Design Loads Based On: Component Capacity Based On: Equivalent Lateral Force Procedure EXECUTIVE SUMMARY The following calculations cover the design and connections for pre-manufactured refrigeration panels used to form interior or exterior walk-in coolers and freezers. The panels consist of minimum 26 gage galvanized steel, stainless steel, or aluminum skins with wood or high density foam framed perimeters with a foam core. The panels come in 3½”, 4”, and 5” thicknesses and are joined together with cam-lock fasteners. The panel capacities to support gravity loads and resist lateral forces have been determined through testing and applicable tables have been provided in the calculations showing the results. The following calculations utilize a flexible diaphragm analysis in order to distribute the lateral forces through the roof diaphragm to the wall panels which act as structural shear walls. Seismic forces have been determined in accordance with ASCE7 and wind forces have been determined in accordance with the ASCE 7 Chapter 27 – Wind Loads on Buildings – MWFRS (Directional Procedure). Connections of the wall panels to the existing structure shall be in accordance with manufacturer’s requirements for the specified anchors. The verification of the existing structure to support the new walk-ins shall be performed by others. This includes, but is not limited to, elevated floor framing, connections, slab-on-grade, and other foundation elements. Anchorage details provided are subject to site verification of the existing conditions. Minimum requirements specified in the details are to be verified by the Owner prior to installation. Where the specified minimums cannot be met, alternate anchorage details need to be specified by a Licensed Professional Engineer. ThermalRite Walk-In Coolers and Freezers UPDATE APPLICABLE BUILDING CODE OR ANSWER QUESTION TO THE RIGHT! 2022 California Building Code (2022 CBC) and Latest RevisionsApplicable Building Code: Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 U1-P-1 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 CEILING PANELS Panel Thickness: 4.0 in Insulating Foam Area: Max Width of Panel: 47 in Insulating Foam Density: 2.0 pcf Max Span of Panel: 107 in Insulating Foam Weight: 0.59 psf Typical Panel Area: Rail Type: Foam Exterior Skin Type: Rail Thickness: 1.5 in Exterior Skin Gage: 26 Number of Horiz Rails: 4Density of Skin: 490 pcf Number of Vert Rails: 2Ext Skin Weight: 0.77 psf Rail Area: Rail Density: 9.0 pcf Interior Skin Type: Rail Weight: 0.36 psf Interior Skin Gage: 26 Density of Skin: 490 pcf Int Skin Weight: 0.77 psf Ceiling Panel Dead Load = 2.5 psf WALL PANELS Panel Thickness: 4.0 in Insulating Foam Area: Max Width of Panel: 47 in Insulating Foam Density: 2.0 pcf Max Height of Panel: 114 in Insulating Foam Weight: 0.59 psf Typical Panel Area: Rail Type: Foam Exterior Skin Type: Rail Thickness: 1.5 in Exterior Skin Gage: 26 Number of Horiz Rails: 4Density of Skin: 490 pcf Number of Vert Rails: 2Ext Skin Weight: 0.77 psf Rail Area: Rail Density: 9.0 pcf Interior Skin Type: Rail Weight: 0.35 psf Interior Skin Gage: 26 Density of Skin: 490 pcf Int Skin Weight: 0.77 psf Wall Panel Dead Load = 2.5 psf FLOOR PANELS Panel Thickness: 4.0 in Insulating Foam Area: Max Width of Panel: 47 in Insulating Foam Density: 2.0 pcf Max Length of Panel: 120 in Insulating Foam Weight: 0.59 psf Typical Panel Area: Rail Type: Foam Exterior Skin Type: Rail Thickness: 1.5 in Exterior Skin Gage: 26 Number of Horiz Rails: 4Density of Skin: 490 pcf Number of Vert Rails: 2Ext Skin Weight: 0.77 psf Rail Area: Rail Density: 9.0 pcf Interior Skin Type: Rail Weight: 0.34 psf Interior Skin Gage: 18 Density of Skin: 165 pcf Topping Slab Thickness: 0.0 in Int Skin Weight: 0.55 psf Density of Topping Slab: 115 pcf Topping Slab Weight: 0.00 psf Floor Panel Dead Load = 2.3 psf 640.5 sq in Aluminum 624.8 sq in Acrylume 4976.0 sq in 5616.5 sq in 5029.0 sq in 4745.0 sq in 603.0 sq in Acrylume 4426.0 sq in Acrylume 5369.8 sq in PRODUCT INFORMATION - UNIT #1 ''Cooler/Freezer'' Acrylume Acrylume Project:Fermentation farmsBy:JSSheet No.Location:San Juan Capistrano, CADate:01/01/24U1-L-1Client:ThermalRiteRevised:Job No.Subject:Walk-In Cooler / Freezer AnalysisDate:2300604MISCELLANEOUS DEAD LOADSPermanent Equipment: 150 lbsMin Width of Panel: 47 inMin Span of Panel: 107 inMin Panel Area: Misc. Dead Load = 4.3 psfLIVE LOADS Roof Live Loads: 10.0 psfConcentrated Load: 300 lbs(Maintenance Access)Interior Wall Live Loads: 5.0 psf@ Min Panel:8.6 psfSEISMIC LOADSBuilding Risk Category:II(Per Table 1.5-1)Seismic Force Resisting System:(Per Table 12.2-1)Importance Factor Ie:1.00(Per Table 1.5-2)Site Class:D-DefaultSS:1.181R: 4.0Ωo:2.0Cd:3.5S1:0.424SMS:1.417SM1:0.795Vicinity Map:SDS:0.945SD1:0.530Seismic Design Category:D(Per Section 11.6)Height of Cooler hn:114.25 inFundamental Period Ta:0.11 sec(Eq 12.8-7)Long-Period TL:8.00 sec(Fig 22-12 thru 16)Base Shear V =CsW(Eq 12.8-1)Cs = SDS/(R/Ie) :0.24(Eq 12.8-2)Cs MAX:Cs = SD1/T(R/Ie) (Ta ≤ TL):1.22(Eq 12.8-3)Cs = SD1(TL)/T2(R/Ie) (Ta > TL):N/A(Eq 12.8-4)Cs MIN:Cs =0.044SDSIe≥0.01 (S1 < 0.6):0.01(Eq 12.8-5)Cs = 0.5S1/(R/Ie) (S1 ≥ 0.6):N/A(Eq 12.8-6)Design Cs:0.24ρ:1.3(Per Section 12.3.4)WIND AND SNOW LOADS ARE NOT APPLICABLE DESIGN LOADS - UNIT #1 ''Cooler/Freezer''(Per USGS Output)5029.0 sq inBearing Wall System - Light-Frame Wall System Using Flat StrapsEquivalent Lateral Force Procedure (Section 12.8) Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 U1-G-1 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 CEILING PANELS Max Span of Panel =107 in =8.92 ft TABLE 2: MAXIMUM ALLOWABLE LOADS FOR ROOF OR CEILING PANELS (PSF) Dead Load w DL:4.3 psf Live Load w Lr:10.0 psf t = 3 1/2"t = 5" t = 4" t = 5" Snow Load w SL:0.0 psf 10 44 72 40 54 Wind Load w WL:0.0 psf 12 30 50 28 37 14 22 37 20 27wU (DL+Lr):14 psf <--GOVERNS 16 19 31 12 20wU (DL+SL):4 psf 18 15 24 9 16wU (DL+0.45WL+0.75Lr):12 psf 20 12 20 8 13wU (DL+0.45WL+0.75SL):4 psfwU (0.6DL+0.6WL):3 psf Max Allowable Uniform Load:40 psf ≥ 14 psf OK LARR PANEL SPAN CHART (Sheet 4 of LARR #24543)- FOAM FRAME Panels Int 10 20 30 40 50 60 70 80 90 100 4.0 in 17.83 ft 14.17 ft 11.58 ft 10.00 ft 9.00 ft 8.08 ft 8.00 ft 7.42 ft 7.00 ft 6.58 ft 5.0 in 20.00 ft 16.25 ft 13.42 ft 11.58 ft 10.33 ft 9.50 ft 8.75 ft 8.17 ft 7.83 ft 7.50 ft Max Allowable Ceiling/Roof Panel Span:17.83 ft ≥ 8.92 ft OK WALL PANELS Bearing Panels:Yes Max Height of Panel =114.25 in =9.52 ft Max Ceiling Trib:4.46 ft Panel Height Limitation Per Table 1 of LARR #24543 =14.00 ft ≥ 9.52 ft OKwU (DL+Lr):63.7 plf <--GOVERNSwU (DL+SL):19.1 plfwU (DL+0.45WL+0.75Lr):52.6 plfwU (DL+0.45WL+0.75SL):19.1 plfwU (0.6DL+0.6WL):11.5 plf Max Allowable Concentric Axial Load Per Table 1 of LARR #24543 =620 plf ≥ 63.7 plf OK PANEL SPAN CHART (Sheet 4 of LARR #24543)- FOAM FRAME Live:5.0 psf Panels Wind:0.0 psf Int5 15 20 25 30 35 4.0 in 14.00 ft 13.50 ft 12.00 ft 10.67 ft 9.75 ft 9.00 ft 5.0 in 14.00 ft 14.00 ft 13.83 ft 12.50 ft 11.33 ft 10.50 ft Max Allowable Bearing Wall Panel Span:14.00 ft ≥ 9.52 ft OK GRAVITY ANALYSIS - UNIT #1 ''Cooler/Freezer'' Vertical Loads Lateral Loads Span (ft)Wood Frame Foam Frame Bearing Walls (500 PLF Max) Exterior Wind Loads - PSFThickness Ceiling / Roof Superimposed Loads Thickness Exterior (Design based on deflection criteria L/240) Live Loads - PSF Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 U1-F-1 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 LAYOUT No of Areas:1Ceiling DL:2.5 psf Wall DL:2.5 psf Wall Height:114.25 in Ceiling Panel Span Direction: EW NS: 2 EW: 2 x: 107.00 in y: 305.00 inA wall(NS) =242.0 ft²Awall(EW) =84.9 ft²Aceiling =226.6 ft² W = 1369 lb L = 5.0 psfW NS=0.0 psfW MECH =150 lbL EW =605 lbW NS(ASD)=0.0 psfW STEEL =0 lbL NS =212 lbW EW=0.0 psfW TOTAL =1519 lbW EW(ASD)=0.0 psf V = 359 lb V' (ASD) =251 lb W' (lb) (W @ x=0) NS1 0.00 in 126 lb 163 lb 106 lb 0 lb Wall SEISMIC NS2 107.00 in 126 lb 163 lb 106 lb 0 lb Wall SEISMIC NS3 Wall NS4 Wall NS5 Wall 251 lb 212 lb 0 lb W' (lb) (W @ y=0) EW1 0.00 in 126 lb 163 lb 302 lb 0 lb Wall LIVE EW2 305.00 in 126 lb 163 lb 302 lb 0 lb Wall LIVE EW3 Wall EW4 Wall EW5 Wall 251 lb 605 lb 0 lb Wind Load FORCE DISTRIBUTION - UNIT #1 ''Cooler/Freezer'' No. Of Resistance Lines Overall Dimensions Seismic Load Live Loads Resistance Line Location (xi)E' (lb)E' * (lb) Lateral Distribution - 'NS' Forces L (lb) Governing Load (lb) Type Form of Resistance Lateral Distribution - 'EW' Forces Governing Load (lb) TypeResistance Line Location (yi)E' (lb)E' * (lb)L (lb)Form of Resistance 163 lb 163 lb 302 lb 302 lb+xi+yiOrigin "O"NS1.1NS2EW1EW2'NS' FORCES*'EW' FORCES*NS1.2 Project:Fermentation farmsBy:JSSheet No.Location:San Juan Capistrano, CADate:01/01/24U1-S-1Client:ThermalRiteRevised:Job No.Subject:Walk-In Cooler / Freezer AnalysisDate:2300604RESISTANCE LINE:NS1No. of Walls:2SEISMICLIVEWallsLength (in)Height (in)H:W RatioV (lb)Roof Trib (in)MOT (lb-ft)MR (lb-ft)Length (in)Roof Trib (in)Uplift (lb)NS1.160.00 in114.25 in1.936 lb53.50 in344 lb-ft202 lb-ft0.00 in0.00 in28 lbNS1.2211.00 in114.25 in0.5127 lb53.50 in1210 lb-ft2499 lb-ft-73 lbNS1.3NS1.4TOTAL271.00 in163 lbType:SEISMICShear (lb):163 lbMax H:W:1.9Panel Shear (plf):7.2 plf≤ 88.9 plfOK89 plfRESISTANCE LINE:NS2No. of Walls:1SEISMICLIVEWallsLength (in)Height (in)H:W RatioV (lb)Roof Trib (in)MOT (lb-ft)MR (lb-ft)Length (in)Roof Trib (in)Uplift (lb)NS2.1305.00 in114.25 in0.4163 lb53.50 in1554 lb-ft5222 lb-ft47.00 in0.00 in-187 lbNS2.2NS2.3NS2.4TOTAL305.00 in163 lbType:SEISMICShear (lb):163 lbMax H:W:0.4Panel Shear (plf):6.4 plf≤ 340 plfOK340 plf106 lb0 lb⊥ Wall Dead Load0 lb0 lb0 lb0 lb106 lbSHEAR WALLS - UNIT #1 ''Cooler/Freezer''Governing Load0 lb0 lb0 lb0 lb106 lbGoverning Load⊥ Wall Dead LoadShear (lb)163 lb106 lb0 lb0 lb0 lb0 lb0 lb0 lb0 lb163 lbShear (lb)163 lb163.2534847499730100 200 300 400 5000.0 0.5 1.0 1.5 2.0 2.5 3.0Allowable Shear (plf)Aspect RatioWoodFoam NS20100 200 300 400 5000.0 0.5 1.0 1.5 2.0 2.5 3.0Allowable Shear (plf)Aspect RatioWoodFoam NS1 Project:Fermentation farmsBy:JSSheet No.Location:San Juan Capistrano, CADate:01/01/24U1-S-2Client:ThermalRiteRevised:Job No.Subject:Walk-In Cooler / Freezer AnalysisDate:2300604RESISTANCE LINE:EW1No. of Walls:1SEISMICLIVEWallsLength (in)Height (in)H:W RatioV (lb)Roof Trib (in)MOT (lb-ft)MR (lb-ft)Length (in)Roof Trib (in)Uplift (lb)EW1.1107.00 in114.25 in1.1302 lb23.00 in2880 lb-ft1124 lb-ft47.00 in53.50 in83 lbEW1.2EW1.3EW1.4TOTAL107.00 in302 lbType:LIVEShear (lb):302 lbMax H:W:1.1Panel Shear (plf):33.9 plf≤ 158.9 plfOK159 plfRESISTANCE LINE:EW2No. of Walls:1SEISMICLIVEWallsLength (in)Height (in)H:W RatioV (lb)Roof Trib (in)MOT (lb-ft)MR (lb-ft)Length (in)Roof Trib (in)Uplift (lb)EW2.1107.00 in114.25 in1.1302 lb23.00 in2880 lb-ft1124 lb-ft47.00 in53.50 in83 lbEW2.2EW2.3EW2.4TOTAL107.00 in302 lbType:LIVEShear (lb):302 lbMax H:W:1.1Panel Shear (plf):33.9 plf≤ 158.9 plfOK159 plf⊥ Wall Dead Load0 lb⊥ Wall Dead LoadGoverning LoadShear (lb)163 lb0 lb0 lb163 lb302 lb0 lb0 lb302 lb0 lb0 lb0 lbGoverning Load0 lbShear (lb)163 lb0 lb0 lb163 lb302 lb0 lb0 lb302 lb0 lb0 lb0 lbSHEAR WALLS - UNIT #1 ''Cooler/Freezer''0100 200 300 400 5000.0 0.5 1.0 1.5 2.0 2.5 3.0Allowable Shear (plf)Aspect RatioWoodFoamEW10 100 200 300 400 5000.0 0.5 1.0 1.5 2.0 2.5 3.0Allowable Shear (plf)Aspect RatioWoodFoamEW2 Project:Fermentation farmsBy:JSSheet No.Location:San Juan Capistrano, CADate:01/01/24U1-D-1Client:ThermalRiteRevised:Job No.Subject:Walk-In Cooler / Freezer AnalysisDate:2300604ROOF DIAPHRAGM DESIGN FORCESSEISMIC LOADS PER ASCE 7-16 SECTION 12.10.1.1Fpx =CsWpx=0.24Wpx(Eq. 12.10-1)<-- GOVERNSFpx (min) =0.2SdsIewpx=0.19Wpx(Eq. 12.10-2)Fpx (max) =0.4SdsIewpx=0.38Wpx(Eq. 12.10-3)Fpx =1.0 EROOF DIAPHRAGM SHEAR FLOW - NS-RESISTANCE LINESLineHeight (in)Width (in)H:W RatioFpx (lb)TypeLength (in)v (plf)NS1107.00 in305.00 in0.35126 lbSEISMIC271.00 in5.6 plf≤ 340 plfOKNS2107.00 in305.00 in0.35126 lbSEISMIC305.00 in4.9 plf≤ 340 plfOKNS3305.00 in3.50400.00 inNS4305.00 in3.50400.00 inNS5305.00 in3.50100.00 inDiaphragm Shear ≤ Allowable OKROOF DIAPHRAGM SHEAR FLOW - EW-RESISTANCE LINESLineHeight (in)Width (in)H:W RatioV (lb)TypeLength (in)v (plf)EW1305.00 in107.00 in2.85302 lbLIVE107.00 in33.9 plf≤ 59 plfOKEW2305.00 in107.00 in2.85302 lbLIVE107.00 in33.9 plf≤ 59 plfOKEW3107.00 in3.50100.00 inEW4107.00 in3.50100.00 inEW5107.00 in3.50300.00 inDiaphragm Shear ≤ Allowable OKDiaphragm Shear Diaphragm Shear DIAPHRAGM - UNIT #1 ''Cooler/Freezer''0100 200 300 400 500 0 0.5 1 1.5 2 2.5 3Allowable Shear (plf)Aspect RatioWood FoamX Lines0100 200 300 400 500 0 0.5 1 1.5 2 2.5 3Allowable Shear (plf)Aspect RatioWood FoamY Lines Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 U1-D-2 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 CHORD DESIGN - NS FORCES NS2 NS1 107.00 in 0.00 in D(1 - 2)2.3 lb/in SEISMIC 107.00 in 305.00 in 3.4 k-in 11 lb D(2 - )0.00 in 305.00 in 0.0 k-in 0 lb D( - )0.00 in 305.00 in 0.0 k-in 0 lb D( - )0.00 in 305.00 in 0.0 k-in 0 lb D( - )0.00 in 305.00 in 0.0 k-in 0 lb D(- - )0.00 in 305.00 in 0.0 k-in 0 lbT ALL =164 lb Allowable Capacity of Cam in Foam Rails per Table 5 of LARR #24543 Width =1.25 in #N/A Gauge =20 GA #N/A Area =0.045 in²#N/A Net Area =0.031 in²#N/AFy =40 ksi #N/AFu =55 ksi #N/AT ALL =1030 lb Screw:Thickness of Member in Contact with Screw Head t1:0.036 in Screw Diameter d: #N/A Thickness of Member Not in Contact with Screw Head t2:0.018 in Anchor Location:Exterior Tensile Strength of Member in Contact with Screw Head F u1:45 ksi Spacing:12 in Tensile Strength of Member Not in Contact with Screw Head F u2:45 ksi Safety Factor :3.0 Shear Capacity - Section E4.3.1 t2/t1 =0.499P ns/ = 2.7t1 dF u1 = #N/A Max change in Moment Between Screws M = 0.0 k-inP ns/ = 2.7t2 dF u2 = #N/AP ns/ = 4.2(t23 d)1/2F u2 = #N/A Maximmum Shear in Screw = 0 lb #N/A #N/AP ns/ = #N/A (t2 thickness is based off of std steel sheet) DIAPHRAGM - UNIT #1 ''Cooler/Freezer'' D( - ) D( - ) D( - )D(- - ) Strap Attachment Strap Capacity Connection Requirements Chord Forces (1) Camlock (1) Camlock (1) Camlock (1) Camlock (1) Camlock (1) Camlock Force (lb/in)Force Type Diaph. Length (in) Diaph. Depth (in) Moment (k-in) Chord Location Interconnection of the Ceiling Panels Acts as the Chord at Camlock Connections. Diaphragm Layout D(2 - )D(1 - 2) Tension (lb) Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 U1-D-3 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 CHORD DESIGN - EW FORCES EW2 EW1 305.00 in 0.00 in D(1 - 2)2.0 lb/in LIVE 305.00 in 107.00 in 23.1 k-in 242 lb OK D(2 - )0.00 in 107.00 in 0.0 k-in 0 lb D( - )0.00 in 107.00 in 0.0 k-in 0 lb D( - )0.00 in 107.00 in 0.0 k-in 0 lb D( - )0.00 in 107.00 in 0.0 k-in 0 lb D(- - )0.00 in 305.00 in 0.0 k-in 0 lbT ALL =164 lb Allowable Capacity of Cam in Foam Rails per Table 5 of LARR #24543 1.25 x 20GA Strap Req'd at the Following Locations: Width =1.25 in 0 in - 305 in Gauge =20 GA #N/A Area =0.045 in²#N/A Net Area =0.031 in²#N/AFy =40 ksi #N/AFu =55 ksi #N/AT ALL =1030 lb Screw:#10 Thickness of Member in Contact with Screw Head t1:0.036 in Screw Diameter d: 0.190 in Thickness of Member Not in Contact with Screw Head t2:0.018 in Anchor Location:Exterior Tensile Strength of Member in Contact with Screw Head F u1:45 ksi Spacing:12 in Tensile Strength of Member Not in Contact with Screw Head F u2:45 ksi Safety Factor :3.0 Shear Capacity - Section E4.3.1 t2/t1 =0.499P ns/ = 2.7t1 dF u1 = 276 lb Max change in Moment Between Screws M = 3.5 k-inP ns/ = 2.7t2 dF u2 = 138 lbP ns/ = 4.2(t23 d)1/2F u2 = 66 lb Maximmum Shear in Screw = 33 lb ≤ 66 lb OKP ns/ = 66 lb (1) Camlock Strap Capacity Interconnection of the Ceiling Panels Acts as the Chord at Camlock Connections. 1.25 x 20GA Strap Provided Where Chord Force Exceeds Camlock Capacity Strap Attachment (t2 thickness is based off of std steel sheet) 1.25 x 20GA Strap (1) Camlock (1) Camlock (1) Camlock (1) Camlock Chord Forces Chord Location Force (lb/in)Force Type Diaph. Length (in) Diaph. Depth (in) Moment (k-in) Tension (lb) Connection Requirements D(1 - 2) DIAPHRAGM - UNIT #1 ''Cooler/Freezer'' Diaphragm Layout D(- - ) D( - ) D( - ) D( - ) D(2 - ) Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 U1-C-1 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 SHEAR CHECK:VALL =170 lb Allowable Capacity of Cam in Foam Rails per Table 5 of LARR #24543 Panel Width =47 in Panel Length =107 in ALONG PANEL LENGTH: Max Seismic =14.1 plf Max Live =33.9 plf <--- GOVERNS Max Wind =N/A Max Spacing:60 in Req'd No. of Cam-Locks:2AT PANEL ENDS: Max Seismic =5.6 plf <--- GOVERNS iii Ceiling Panel Plan Max Live =4.7 plf Max Wind =N/A No. per Ceiling Panel:(3) PER PANEL LENGTH (2) PER PANEL END Max Spacing:367 in Req'd No. of Cam-Locks:1Typical Cam-Lock Connections are Adequate SHEAR CHECK:VALL =170 lb Allowable Capacity of Cam in Foam Rails per Table 5 of LARR #24543 Panel Width =47 in Panel Height =114 in Wall Shearv CL Upliftv CL NS1 7.2 plf 28 lb 3.0 plf 7.2 plf 282 in1 NS2 6.4 plf 0 lb 0.0 plf 6.4 plf 318 in1000 EW1 33.9 plf 83 lb 8.7 plf 33.9 plf 60 in2 EW2 33.9 plf 83 lb 8.7 plf 33.9 plf 60 in2000 No. per Wall Panel:(3) PER PANEL LENGTH Typical Cam-Lock Connections are Adequate Max Spacing Req'd No. of Cam-LocksLineHoldown Uplift Max v CL Diaphragm Shear iii Wall Panel Elevation WALL PANEL TO WALL PANEL CAM-LOCK CONNECTION CEILING PANEL TO CEILING PANEL CAM-LOCK CONNECTIONLpHVpanelVCLVCLV Project:Fermentation farmsBy:JSSheet No.Location:San Juan Capistrano, CADate:01/01/24U1-C-2Client:ThermalRiteRevised:Job No.Subject:Walk-In Cooler / Freezer AnalysisDate:2300604SHEAR CHECK:VALL =170 lbAllowable In-Plane Capacity of Cam in Foam Rails per Table 5 of LARR #24543VALL =373 lbAllowable Out-of-Plane Capacity of Cam in Foam Rails per Testing Performed by StorkMax Seismic =14.1 plfMax Live =33.9 plf<--- GOVERNSMax Wind =N/AMax Spacing:60 inReq'd No. of Cam-Locks:1Seismic Load =2.5 plfLive Load =23.8 plf<--- GOVERNSWind Load =N/AMax Spacing:188 in188 inReq'd No. of Cam-Locks:11TENSION CHECK:NOT APPLICABLE FOR INTERIOR LOCATIONSTALL =164 lbAllowable Capacity of Cam in Foam Rails per Table 5 of LARR #24543NS153.50 in0.0 plf11.0 plf0.0 plf#DIV/0!0NS253.50 in0.0 plf11.0 plf0.0 plf#DIV/0!00.00 in0.0 plf0.0 plf0.0 plf#DIV/0!00.00 in0.0 plf0.0 plf0.0 plf#DIV/0!00.00 in0.0 plf0.0 plf0.0 plf#DIV/0!0EW123.00 in0.0 plf4.8 plf0.0 plf#DIV/0!0EW223.00 in0.0 plf4.8 plf0.0 plf#DIV/0!00.00 in0.0 plf0.0 plf0.0 plf#DIV/0!00.00 in0.0 plf0.0 plf0.0 plf#DIV/0!00.00 in0.0 plf0.0 plf0.0 plf#DIV/0!0DESIGN REQUIREMENTS:Wall Panel Width =47 inTypical Cam-Lock Connections are Adequate Typical No. per Wall Panel:(2) PER WALL PANEL ENDCEILING PANEL TO WALL PANEL CAM-LOCK CONNECTIONDiaphragm ShearOut-of-Plane ForceLineMax Roof Wind LoadResisting Dead LoadRoof Trib Net Uplift (ASD)Out-Of-PlaneDiaphragm ShearExterior WallInterior WallReq'd No. of Cam-LocksMax Spacing Project:Fermentation farmsBy:JSSheet No.Location:San Juan Capistrano, CADate:01/01/24U1-C-3Client:ThermalRiteRevised:Job No.Subject:Walk-In Cooler / Freezer AnalysisDate:2300604SHEAR CHECK:VALL =170 lbAllowable In-Plane Capacity of Cam in Foam Rails per Table 5 of LARR #24543VALL =373 lbAllowable Out-of-Plane Capacity of Cam in Foam Rails per Testing Performed by StorkMax Seismic =18.3 plfMax Live =33.9 plf<--- GOVERNSMax Wind =N/AMax Spacing:60 inReq'd No. of Cam-Locks:1Seismic Load =2.5 plfLive Load =23.8 plf<--- GOVERNSWind Load =N/AMax Spacing:86 in86 inReq'd No. of Cam-Locks:11TENSION CHECK:NOT APPLICABLE FOR INTERIOR LOCATIONSTALL =164 lbAllowable Capacity of Cam in Foam Rails per Table 5 of LARR #24543NS153.50 in0.0 plf34.6 plf0.0 plf#DIV/0!0NS253.50 in0.0 plf34.6 plf0.0 plf#DIV/0!00.00 in0.0 plf23.5 plf0.0 plf#DIV/0!00.00 in0.0 plf23.5 plf0.0 plf#DIV/0!00.00 in0.0 plf23.5 plf0.0 plf#DIV/0!0EW123.00 in0.0 plf28.3 plf0.0 plf#DIV/0!0EW223.00 in0.0 plf28.3 plf0.0 plf#DIV/0!00.00 in0.0 plf23.5 plf0.0 plf#DIV/0!00.00 in0.0 plf23.5 plf0.0 plf#DIV/0!00.00 in0.0 plf23.5 plf0.0 plf#DIV/0!0DESIGN REQUIREMENTS:Wall Panel Width =47 inTypical Cam-Lock Connections are Adequate Typical No. per Wall Panel:(2) PER WALL PANEL ENDMax SpacingReq'd No. of Cam-LocksWall ShearLine Roof Trib Max Roof Wind LoadResisting Dead LoadNet Uplift (ASD)Out-Of-PlaneOut-of-Plane ForceExterior WallInterior WallWall ShearWALL PANEL TO FLOOR PANEL CAM-LOCK CONNECTION Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 U1-C-3 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 LOADS AT BASE OF WALL At Exterior Wall: Max Wind Uplift =0.0 plf Seismic =18.3 plf Seismic =2.5 plf Resisting Dead Load =28.3 plf Live =33.9 plf Live =23.8 plf Ceiling Live Load =19.2 plf Wind =N/A Wind =N/A At Interior Wall: Max Wind Uplift =0.0 plf Resisting Dead Load =34.6 plf Ceiling Live Load =44.6 plf ANGLE TO WALL CONNECTION Screw Type: 1/4 Thickness of Member in Contact with Screw Head t1:0.030 in Screw Diameter d: 0.250 in Thickness of Member Not in Contact with Screw Head t2:0.018 in Screw Head Diameter dh : 0.510 in Tensile Strength of Member in Contact with Screw Head F u1:45 ksi Safety Factor :3.0 Tensile Strength of Member Not in Contact with Screw Head F u2:45 ksi t2/t1 =0.599P not = 0.85tc dF u2 = 171 lbP ns = 2.7t1 dF u1 = 908 lbP nov = 1.5t1 d'wFu2 = 1029 lbP ns = 2.7t2 dF u2 = 544 lbP ns = 4.2(t23 d)1/2F u2 = 226 lbP ns/ = 75 lbP nt/ = 57 lb At Exterior Wall:At Exterior Wall: Shear = (v IP2 +Uplift2)1/2 = 33.9 plf Shear = Uplift = 0.0 plf Governing Load Combo =2. L Tension = v OP =23.8 plf Governing Load Combo =2. L Max Spacing =27 in Max Spacing =29 in At Interior Wall:At Interior Wall: Shear = (v IP2 +Uplift2)1/2 = 33.9 plf Shear = Uplift = 0.0 plf Governing Load Combo =2. L Tension = v OP =23.8 plf Governing Load Combo =2. L Max Spacing =27 in Max Spacing =29 in DESIGN REQUIREMENTS: Connection:1/4-14 x 1-1/2'' Hex Washer Head TEK Screws Max Spacing:27 in AT INTERIOR WALL Max Spacing:27 in In-Plane Loads Out-of-Plane Loads In-Plane Shear, v IP Out-of-Plane Shear, v OP WALL PANEL TO SLAB CONTINUOUS ANGLE CONNECTION Uplift Forces Shear Capacity - Section E4.3.1 Tension Capacity - Section E4.4 - Sheet Metal Screws (t2 thickness is based off of std steel sheet) Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 U1-C-4 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 LOADS AT BASE OF WALL (ASD) At Exterior Wall: Wind Uplift =0.0 plf Seismic =18.3 plf Seismic =2.5 plf Resisting Dead Load =0.0 plf Live =33.9 plf Live =23.8 plf Ceiling Live Load =0.0 plf Wind =N/A Wind =N/A At Interior Wall: Wind Uplift =0.0 plf Resisting Dead Load =28.3 plf Ceiling Live Load =19.2 plf ANCHORAGE LOADS (LRFD)Wflr =1318 lb Seismic Shear VE = 26.2 plf Seismic Shear VE = 3.6 plfV flr = 405 lbΩo = 2Ωo = 2Ωo = 2Ωo x VE = 52.3 plfΩo x VE = 7.2 plfΩo x V flr = 809 lb Non-Seismic Shear = 54.3 plf Non-Seismic Shear = 38.1 plf DESIGN FORCES AT EACH ANCHOR Spacing =48 in Spacing at Interior Wall =24 in Total No. of Anchors =2Seismic Floor Load =405 lb Shear: At Exterior Wall:Combined: Seismic Wall Load =209 lb At Exterior Wall: Total Seismic Load =614 lb ≤ 763 lb OK Non-Seismic Shear Load =217 lb Non-Seismic Load =217 lb ≤ 763 lb OK Non-Seismic Uplift =0 lb At Interior Wall:0.28 ≤ 1.2 OK Seismic Wall Load =105 lb Total Seismic Load =509 lb ≤ 763 lb OK At Interior Wall: Non-Seismic Load =109 lb ≤ 763 lb OK Non-Seismic Shear Load =109 lb Non-Seismic Uplift =0 lb Tension: At Exterior Wall:0.28 ≤ 1.2 OK Seismic Load =0 lb ≤ 180 lb OK Non-Seismic Load =0 lb ≤ 300 lb OK At Interior Wall: Seismic Load =0 lb ≤ 180 lb OK Non-Seismic Load =0 lb ≤ 300 lb OK DESIGN REQUIREMENTS: USE 1/4" DIA. HILTI KH-EZ W/ 1-5/8" EMBEDMENT W/ 6'' MIN. EDGE DISTANCE ALL SIDES INTO 2500 PSI MIN, 4'' THICK NWC CONCRETE SLAB In-plane and out-of-plane loads from the ceiling and walls are transferred to the building by uniformly spaced anchors along the lengths of the walls. Seismic loads from the floor are transferred to the building by evenly distributing the loads to the total number of anchors. In-Plane Loads Out-of-Plane Loads FLOOR PANEL ANCHORAGE Uplift Forces In-Plane Shear, v IP Out-of-Plane Shear, v OP Floor Seismic Loads Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 U1-C-5 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 STRAP CAPACITY (ASD) Max Shear Wall Uplift = 83 lb Strap Width:1.50 in Strap Gauge:20 GA Strap Area = 0.054 in² Net Area = 0.045 in² Fy =33 ksi Fu =45 ksi Safety Factor :1.67 Safety Factor :2.00Tn/ = AgFy/ = 1064 lbTn/ = AnFu/ = 1010 lb Tensile Capacity = 1010 lb ≥ 83 lb OK STRAP TO WALL PANEL CONNECTION Screw Type: 1/4 Thickness of Member in Contact with Screw Head t1:0.036 in Screw Diameter d: 0.250 in Thickness of Member Not in Contact with Screw Head t2:0.018 in Screw Head Diameter dh : 0.510 in Tensile Strength of Member in Contact with Screw Head F u1:45 ksi Safety Factor :3.0 Tensile Strength of Member Not in Contact with Screw Head F u2:45 ksi Anchor Location:Interior t2/t1 =0.49860724P ns = 2.7t1 dF u1 = 1090 lbP ns = 2.7t2 dF u2 = 544 lbP ns = 4.2(t23 d)1/2F u2 = 226 lbP ns/ = 75 lb No. of Screws:(2) 1/4-14 x 1-1/2'' Hex Washer Head TEK Screws ANCHORAGE LOAD (LRFD) Max Seismic = 213 lb ≤ 355 lb Max Live = 229 lb ≤ 473 lb Max Wind = -78 lb ≤ 473 lb OK (t2 thickness is based off of std steel sheet) USE 3/8" DIA. HILTI KH-EZ W/ 1-5/8" EMBEDMENT W/ 6'' MIN. EDGE DISTANCE ALL SIDES INTO 2500 PSI MIN, 4'' THICK NWC CONCRETE SLAB Yielding of Gross Section Rupture of Net Section: HOLDOWN STRAP CONNECTIONS Shear Capacity - Section E4.3.1 - Sheet Metal Screws Shear Wall Uplift Loads Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 AN-1 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 AN-2 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 AN-3 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 AN-4 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 AN-5 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 AN-6 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 AN-7 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:01/01/24 AN-8 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farms By:JS Sheet No. Location:San Juan Capistrano, CA Date:1/1/24 LARR-1 Client:ThermalRite Revised:Job No. Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farmsBy:JSSheet No.Location:San Juan Capistrano, CA Date:01/01/24LARR-2Client:ThermalRiteRevised:Job No.Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farmsBy:JSSheet No.Location:San Juan Capistrano, CA Date:01/01/24LARR-3Client:ThermalRiteRevised:Job No.Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farmsBy:JSSheet No.Location:San Juan Capistrano, CA Date:01/01/24LARR-4Client:ThermalRiteRevised:Job No.Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farmsBy:JSSheet No.Location:San Juan Capistrano, CA Date:01/01/24LARR-5Client:ThermalRiteRevised:Job No.Subject:Walk-In Cooler / Freezer Analysis Date:2300604 Project:Fermentation farmsBy:JSSheet No.Location:San Juan Capistrano, CA Date:01/01/24LARR-6Client:ThermalRiteRevised:Job No.Subject:Walk-In Cooler / Freezer Analysis Date:2300604