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✔ ✔60 31864 Paseo Adelanto 104 Permit for a walk-in cooler box only. Kelly Johnson 949 757-0411 x224 kjohnson@bickelgrp.com✔ ✔ River Street SJC, LLC 610 Newport Center Dr. #1520 Newport Beach, CA 92660 949 354-5600 McConnell's Ice Cream Kelly Johnson 12/11/2023 B23 1628 1100877 APEX DEVELOPMENT & CONSTRUCTION 668 W LA DENEY DR ONTARIO, CA 91762 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: 12/26/2023 Review #:1 32400 Paseo Adelanto Date Received: San Juan Capistrano, Ca. 92675 CSG #: 4317068 Attn: Building Division Agency Plan Check #: B23-1628 Job Address: 31864 Paseo Adelanto #104 Job Description: Walk-in cooler for ice cream store 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: Michael Leiendecker CSG Consultants Inc. 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We appreciate your help in processing their plans. Please let us know if you have any questions. Thank you, Dan Almquist Manager River Street Marketplace LLC 949-302-1389 Irvine, CA 92612 McConnell's Ice Cream 31864 Paseo Adelanto #104 San Juan Capistrano, CA Walk-In Cooler / Freezer Submittal Structural Calculations for ThermalRite Walk-In Coolers and Freezers ThermalRite Job No. E067617 November 20, 2023 KPFF Job No. 2300566 Prepared By: KPFF Consulting Engineers 18400 Von Karman Ave., Suite 600 Submitted To: ThermalRite Walk-In Coolers and Freezers 15600 37th Avenue N, Suite 100 Plymouth, MN 55446 No part of this document may be reproduced or distributed in any form or by any means, or stored in a database or retrieval system, without the prior written permission of KPFF Consulting Engineers. 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. CSG 12/26/23B23-1628 PAGE NO. Executive Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . .. . . . .ES-1 Unit #1 Cooler/Freezer Product Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .U1-P-1 thru U1- 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-2 Diaphragm Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .U1-D-1 thru U1-D-3 Connection Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .U1-C-1 thru U1-C-4 U1-B-1 Anchorage Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .AN-1 thru AN-4 LARR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .LARR-1 thru LARR-6 PROJECT: McConnell's Ice Cream TABLE OF CONTENTS DESCRIPTION Stud Brace Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Project:McConnell's Ice Cream By: AG Sheet No. Location:San Juan Capistrano, CA Date: 11/20/23 ES-1 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 PROJECT INFORMATION Client: 15600 37th Avenue N, Suite 100 Plymouth, MN 55446 Client Job No: E067617 Project Owner: McConnell's Ice Cream 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. 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: 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. Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-P-1 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 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: 72 in Insulating Foam Weight: 0.57 psf Typical Panel Area: Rail Type: Foam Exterior Skin Type: Rail Thickness: 1.5 in Exterior Skin Gage: 26 Number of Horiz Rails: 4 Density of Skin: 490 pcf Number of Vert Rails: 2 Ext Skin Weight: 0.77 psf Rail Area: Rail Density: 9.0 pcf Interior Skin Type: Rail Weight: 0.44 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: 98 in Insulating Foam Weight: 0.58 psf Typical Panel Area: Rail Type: Foam Exterior Skin Type: Rail Thickness: 1.5 in Exterior Skin Gage: 26 Number of Horiz Rails: 4 Density of Skin: 490 pcf Number of Vert Rails: 2 Ext Skin Weight: 0.77 psf Rail Area: Rail Density: 9.0 pcf Interior Skin Type: Rail Weight: 0.37 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: 4.1 in Insulating Foam Area: Max Width of Panel: 47 in Insulating Foam Density: 2.0 pcf Max Length of Panel: 72 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: 4 Density of Skin: 490 pcf Number of Vert Rails: 2 Ext Skin Weight: 0.77 psf Rail Area: Rail Density: 9.0 pcf Interior Skin Type: Rail Weight: 0.46 psf Interior Skin Gage: 16 Density of Skin: 165 pcf Topping Slab Thickness: 0.0 in Int Skin Weight: 0.70 psf Density of Topping Slab: 115 pcf Topping Slab Weight: 0.00 psf Floor Panel Dead Load = 2.5 psf 3360.5 sq in 4041.0 sq in 496.5 sq in Acrylume 2864.0 sq in Acrylume 4617.8 sq in PRODUCT INFORMATION - UNIT #1 ''Cooler/Freezer'' Acrylume Acrylume 496.5 sq in Aluminum 576.8 sq in Acrylume 2864.0 sq in 3360.5 sq in Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-L-1 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 MISCELLANEOUS DEAD LOADS Permanent Equipment: 150 lbs Min Width of Panel: 47 in Min Span of Panel: 72 in Min Panel Area: Misc. Dead Load = 6.4 psf LIVE LOADS Roof Live Loads: 10.0 psf Concentrated Load: 300 lbs (Maintenance Access) Interior Wall Live Loads: 5.0 psf @ Min Panel: 12.9 psf SEISMIC LOADS Building 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-Default SS:1.360 R: 4.0 Ωo:2.0 Cd:3.5 S1:0.430 SMS:1.632 SM1:0.804 Vicinity Map: SDS:1.088 SD1:0.536 Seismic Design Category: D (Per Section 11.6) Height of Cooler hn:98.25 in Fundamental Period Ta:0.10 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) :0.27 (Eq 12.8-2) Cs MAX: Cs = SD1/T(R/Ie) (Ta ≤ TL):1.38 (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:0.27 ρ:1.3 (Per Section 12.3.4) WIND AND SNOW LOADS ARE NOT APPLICABLE DO NOT PRINT (Per USGS Output)3360.5 sq in Bearing Wall System - Light-Frame Wall System Using Flat Straps Equivalent Lateral Force Procedure (Section 12.8) Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-G-1 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 CEILING PANELS Max Span of Panel =71.5 in = 5.96 ft TABLE 2: MAXIMUM ALLOWABLE LOADS FOR ROOF OR CEILING PANELS (PSF) Dead Load wDL:6.4 psf Live Load wLr:12.9 psf t = 3 1/2"t = 5" t = 4" t = 5" Snow Load wSL:0.0 psf 10 44 72 40 54 Wind Load wWL:0.0 psf 12 30 50 28 37 14 22 37 20 27 wU (DL+Lr):19 psf <--GOVERNS 16 19 31 12 20 wU (DL+SL):6 psf 18 15 24 9 16 wU (DL+0.45WL+0.75Lr):16 psf 20 12 20 8 13 wU (DL+0.45WL+0.75SL):6 psf wU (0.6DL+0.6WL):4 psf Max Allowable Uniform Load: 40 psf ≥ 19 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: 14.17 ft ≥ 5.96 ft OK WALL PANELS Bearing Panels:Yes Max Height of Panel =98.25 in = 8.19 ft Max Ceiling Trib:2.98 ft Panel Height Limitation Per Table 1 of LARR #24543 = 14.00 ft ≥ 8.19 ft OK wU (DL+Lr):57.4 plf <--GOVERNS wU (DL+SL):19.1 plf wU (DL+0.45WL+0.75Lr):47.9 plf wU (DL+0.45WL+0.75SL):19.1 plf wU (0.6DL+0.6WL):11.5 plf Max Allowable Concentric Axial Load Per Table 1 of LARR #24543 = 620 plf ≥ 57.4 plf OK PANEL SPAN CHART (Sheet 4 of LARR #24543)- FOAM FRAME Live:5.0 psf Panels Wind:0.0 psf Int 5 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 ≥ 8.19 ft OK Thickness Exterior (Design based on deflection criteria L/240) Live Loads - PSF 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 Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-F-1 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 LAYOUT No of Areas:1 Ceiling DL:2.5 psf Wall DL:2.5 psf Wall Height:98.25 in Ceiling Panel Span Direction: NS NS: 2 EW: 2 x: 121.00 in y: 71.50 in Awall(NS) =48.8 ft² Awall(EW) =82.6 ft² Aceiling =60.1 ft² W = 480 lb L = 5.0 psf WNS=0.0 psf WMECH =150 lb LEW =122 lb WNS(ASD)=0.0 psf WSTEEL =0 lb LNS =206 lb WEW=0.0 psf WTOTAL =630 lb WEW(ASD)=0.0 psf V = 171 lb V' (ASD) = 120 lb W' (lb) (W @ x=0) NS1 0.00 in 60 lb 78 lb 103 lb 0 lb Wall LIVE NS2 121.00 in 60 lb 78 lb 103 lb 0 lb Brace LIVE NS3 NS4 NS5 120 lb 206 lb 0 lb W' (lb) (W @ y=0) EW1 0.00 in 60 lb 78 lb 61 lb 0 lb Wall SEISMIC EW2 71.50 in 60 lb 78 lb 61 lb 0 lb Wall SEISMIC EW3 EW4 EW5 120 lb 122 lb 0 lb 78 lb 78 lb 103 lb 103 lb Lateral Distribution - 'EW' Forces Governing Load (lb) Type Resistance Line Location (yi)E' (lb)E' * r (lb)L (lb)Form of Resistance Resistance Line Location (xi)E' (lb)E' * r (lb) Lateral Distribution - 'NS' Forces L (lb)Governing Load (lb) Type Form of Resistance FORCE DISTRIBUTION - UNIT #1 ''Cooler/Freezer'' No. Of Resistance Lines Overall Dimensions Seismic Load Live Loads Wind Load +xi +yi Origin "O" NS1 NS2 EW1 EW2 'NS' 'EW' Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-S-1 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 RESISTANCE LINE:NS1 No. of Walls:1 SEISMIC LIVE Walls Length (in)Height (in)H:W Ratio V (lb)Roof Trib (in)MOT (lb-ft)MR (lb-ft)Length (in)Roof Trib (in)Uplift (lb) NS1.1 71.50 in 98.25 in 1.4 103 lb 23.50 in 638 lb-ft* 202 lb-ft*47.00 in 0.00 in 38 lb*SEISMIC NS1.2 NS1.3 NS1.4 TOTAL 71.50 in 103 lb Type: LIVE Shear (lb): 103 lb Max H:W: 1.4 Panel Shear (plf): 17.3 plf ≤ 123.3 plf OK 123 plf RESISTANCE LINE:NS2 No. of Braces:1 SEISMIC LIVE Walls Length (in)Height (in)H:W Ratio V (lb)Roof Trib (in)MOT (lb-ft)MR (lb-ft)Length (in)Roof Trib (in)Uplift (lb) NS2.1 24.00 in 70.00 in 2.9 103 lb 23.50 in 602 lb-ft 39 lb-ft 0.00 in 0.00 in 281 lb NS2.2 NS2.3 NS2.4 TOTAL 24.00 in 103 lb Type: LIVE Shear (lb): 103 lb Max H:W: 2.9 Panel Shear (plf): 51.6 plf ≤ 57.9 plf OK 58 plf Shear (lb) 78 lb 77.947483838313 Governing Load ⊥ Wall Dead Load Shear (lb) 78 lb 103 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 78 lb 103 lb 0 lb ⊥ Wall Dead Load 0 lb 0 lb 0 lb 0 lb 103 lb SHEAR WALLS - UNIT #1 ''Cooler/Freezer'' Governing Load 0 lb 0 lb 0 lb 0 lb 103 lb 0 100 200 300 400 500 0.0 0.5 1.0 1.5 2.0 2.5 3.0Allowable Shear (plf)Aspect Ratio Wood Foam NS2 0 100 200 300 400 500 0.0 0.5 1.0 1.5 2.0 2.5 3.0Allowable Shear (plf)Aspect Ratio Wood Foam NS1 This line of resistance is a brace, refer to calculations on sheet B-1. *Uplift is not controlled by governing shear load type denoted for each resistance line. See load type noted at wall uplift load. Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-S-2 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 RESISTANCE LINE:EW1 No. of Walls:1 SEISMIC LIVE Walls Length (in)Height (in)H:W Ratio V (lb)Roof Trib (in)MOT (lb-ft)MR (lb-ft)Length (in)Roof Trib (in)Uplift (lb) EW1.1 121.00 in 98.25 in 0.8 78 lb 35.75 in 638 lb-ft 636 lb-ft 13.75 in 0.00 in -10 lb EW1.2 EW1.3 EW1.4 TOTAL 121.00 in 78 lb Type: SEISMIC Shear (lb): 78 lb Max H:W: 0.8 Panel Shear (plf): 7.7 plf ≤ 209.3 plf OK 209 plf RESISTANCE LINE:EW2 No. of Walls:1 SEISMIC LIVE Walls Length (in)Height (in)H:W Ratio V (lb)Roof Trib (in)MOT (lb-ft)MR (lb-ft)Length (in)Roof Trib (in)Uplift (lb) EW2.1 121.00 in 98.25 in 0.8 78 lb 35.75 in 638 lb-ft 636 lb-ft 27.75 in 0.00 in -21 lb EW2.2 EW2.3 EW2.4 TOTAL 121.00 in 78 lb Type: SEISMIC Shear (lb): 78 lb Max H:W: 0.8 Panel Shear (plf): 7.7 plf ≤ 209.3 plf OK 209 plf SHEAR WALLS - UNIT #1 ''Cooler/Freezer'' 61 lb 0 lb 0 lb 61 lb 0 lb 0 lb 0 lb Shear (lb) 78 lb 0 lb 0 lb 78 lb 0 lb 0 lb 0 lb Governing Load 0 lb ⊥ Wall Dead Load 0 lb ⊥ Wall Dead Load Governing Load Shear (lb) 78 lb 0 lb 0 lb 78 lb 61 lb 0 lb 0 lb 61 lb 0 100 200 300 400 500 0.0 0.5 1.0 1.5 2.0 2.5 3.0Allowable Shear (plf)Aspect Ratio Wood Foam EW1 0 100 200 300 400 500 0.0 0.5 1.0 1.5 2.0 2.5 3.0Allowable Shear (plf)Aspect Ratio Wood Foam EW2 Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-D-1 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 ROOF DIAPHRAGM DESIGN FORCES SEISMIC LOADS PER ASCE 7-16 SECTION 12.10.1.1 Fpx =CsWpx=0.27Wpx (Eq. 12.10-1)<-- GOVERNS Fpx (min) =0.2SdsIewpx=0.22Wpx (Eq. 12.10-2) Fpx (max) =0.4SdsIewpx=0.44Wpx (Eq. 12.10-3)Fpx =1.0 E ROOF DIAPHRAGM SHEAR FLOW - NS-RESISTANCE LINES Line Height (in) Width (in) H:W Ratio Fpx (lb) Type Length (in) v (plf) NS1 121.00 in 71.50 in 1.69 103 lb LIVE 71.50 in 17.3 plf ≤ 100 plf OK NS2 121.00 in 71.50 in 1.69 103 lb LIVE 24.00 in 51.6 plf ≤ 100 plf OK NS3 71.50 in 3.50 400.00 in NS4 71.50 in 3.50 400.00 in NS5 71.50 in 3.50 100.00 in Diaphragm Shear ≤ Allowable OK ROOF DIAPHRAGM SHEAR FLOW - EW-RESISTANCE LINES Line Height (in) Width (in) H:W Ratio V (lb) Type Length (in) v (plf) EW1 71.50 in 121.00 in 0.59 61 lb LIVE 121.00 in 6.0 plf ≤ 288 plf OK EW2 71.50 in 121.00 in 0.59 61 lb LIVE 121.00 in 6.0 plf ≤ 288 plf OK EW3 121.00 in 3.50 100.00 in EW4 121.00 in 3.50 100.00 in EW5 121.00 in 3.50 300.00 in Diaphragm Shear ≤ Allowable OK DIAPHRAGM - UNIT #1 ''Cooler/Freezer'' Diaphragm Shear Diaphragm Shear 0 100 200 300 400 500 0 0.5 1 1.5 2 2.5 3Allowable Shear (plf)Aspect Ratio Wood Foam X Lines 0 100 200 300 400 500 0 0.5 1 1.5 2 2.5 3Allowable Shear (plf)Aspect Ratio Wood Foam Y Lines Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-D-2 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 CHORD DESIGN - NS FORCES NS2 NS1 121.00 in 0.00 in D(1 - 2)1.7 lb/in LIVE 121.00 in 71.50 in 3.1 k-in 52 lb D(2 - )0.00 in 71.50 in 0.0 k-in 0 lb D( - )0.00 in 71.50 in 0.0 k-in 0 lb D( - )0.00 in 71.50 in 0.0 k-in 0 lb D( - )0.00 in 71.50 in 0.0 k-in 0 lb D(- - )0.00 in 71.50 in 0.0 k-in 0 lb TALL =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/A Fy =40 ksi #N/A Fu =55 ksi #N/A TALL =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 Fu1:45 ksi Spacing:12 in Tensile Strength of Member Not in Contact with Screw Head Fu2:45 ksi Safety Factor W:3.0 Shear Capacity - Section E4.3.1 t2/t1 = 0.499 Pns/W = 2.7t1dFu1 = #N/A Max change in Moment Between Screws DM = 0.0 k-in Pns/W = 2.7t2dFu2 = #N/A Pns/W = 4.2(t2 3d)1/2Fu2 = #N/A Maximmum Shear in Screw = 0 lb #N/A #N/A Pns/W = #N/A Interconnection of the Ceiling Panels Acts as the Chord at Camlock Connections. Diaphragm Layout D(2 - )D(1 - 2) Tension (lb) 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 DIAPHRAGM - UNIT #1 ''Cooler/Freezer'' D( - ) D( - ) D( - )D(- - ) (t2 thickness is based off of std steel sheet) Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-D-3 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 CHORD DESIGN - EW FORCES EW2 EW1 71.50 in 0.00 in D(1 - 2)1.7 lb/in LIVE 71.50 in 121.00 in 1.1 k-in 10 lb D(2 - )0.00 in 121.00 in 0.0 k-in 0 lb D( - )0.00 in 121.00 in 0.0 k-in 0 lb D( - )0.00 in 121.00 in 0.0 k-in 0 lb D( - )0.00 in 121.00 in 0.0 k-in 0 lb D(- - )0.00 in 71.50 in 0.0 k-in 0 lb TALL =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/A Fy =40 ksi #N/A Fu =55 ksi #N/A TALL =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 Fu1:45 ksi Spacing:12 in Tensile Strength of Member Not in Contact with Screw Head Fu2:45 ksi Safety Factor W:3.0 Shear Capacity - Section E4.3.1 t2/t1 = 0.499 Pns/W = 2.7t1dFu1 = #N/A Max change in Moment Between Screws DM = 0.0 k-in Pns/W = 2.7t2dFu2 = #N/A Pns/W = 4.2(t2 3d)1/2Fu2 = #N/A Maximmum Shear in Screw = 0 lb #N/A #N/A Pns/W = #N/A D(1 - 2) DIAPHRAGM - UNIT #1 ''Cooler/Freezer'' Diaphragm Layout D(- - ) D( - ) D( - ) D( - ) D(2 - ) (1) Camlock Chord Forces Chord Location Force (lb/in)Force Type Diaph. Length (in) Diaph. Depth (in) Moment (k-in) Tension (lb)Connection Requirements (1) Camlock (1) Camlock (1) Camlock (1) Camlock (1) Camlock Strap Capacity Interconnection of the Ceiling Panels Acts as the Chord at Camlock Connections. Strap Attachment (t2 thickness is based off of std steel sheet) Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-B-1 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 STUD COMPRESSIVE CAPACITY Length:15 ft max Stud Type:(2)362S200-33 Capacity:1890 lb --> See Appendix for CFS Output for Stud Capacity Check Stud Gauge: 20 GA STUD TO CLIP CONNECTION - Sheet Metal Screws 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 (t2 thickness Screw Head Diameter dh: 0.510 in Tensile Strength of Member in Contact with Screw Head Fu1:45 ksi Safety Factor W:3.0 Tensile Strength of Member Not in Contact with Screw Head Fu2:45 ksi # of Screws:8 Shear Capacity - Section E4.3.1 Connection Capacity t2/t1 = 0.4986072 Total =604 lb Pns = 2.7t1dFu1 = 1090 lb Pns = 2.7t2dFu2 = 544 lb Pns = 4.2(t2 3d)1/2Fu2 = 226 lb Pns/W = 75 lb CLIP TO PANEL CONNECTION (30°-60°) Tension Capacity - Section E4.4 Angle 60 degree # of Screws:9 Shear Capacity = 679 lb Pnot = 0.85tcdFu2 = 171 lb Tensile Capacity = 514 lb Pnov = 1.5t1d'wFu2 = 1236 lb Pnt/W = 57 lb R =413 lb RESULTS Max Vertical Force:357 lb (All forces are at Max Horizontal Force:206 lb Max Brace Force:413 lb STUD BRACE AXIAL CAPACITY Resultant Capacity sin cos 1.0 Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-C-1 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 SHEAR CHECK: VALL =170 lb Allowable Capacity of Cam in Foam Rails per Table 5 of LARR #24543 Panel Width =47 in Panel Length =72 in ALONG PANEL LENGTH: Max Seismic =30.0 plf Max Live = 51.6 plf <--- GOVERNS Max Wind = N/A Max Spacing: 40 in Req'd No. of Cam-Locks: 2 AT PANEL ENDS: Max Seismic =5.9 plf iiiCeiling Panel Plan Max Live = 6.0 plf <--- GOVERNS Max Wind = N/A No. per Ceiling Panel: (3) PER PANEL LENGTH (2) PER PANEL END Max Spacing:337 in Req'd No. of Cam-Locks: 1 Typical 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 =98 in Wall Shear vCL Uplift vCL NS1 17.3 plf 38 lb 4.6 plf 17.3 plf 118 in 1 NS2 51.6 plf 281 lb 34.4 plf 51.6 plf 40 in 3 0 0 0 EW1 7.7 plf 0 lb 0.0 plf 7.7 plf 264 in 1 EW2 7.7 plf 0 lb 0.0 plf 7.7 plf 264 in 1 0 0 0 No. per Wall Panel: (3) PER PANEL LENGTH Typical Cam-Lock Connections are Adequate Diaphragm Shear iiiWall Panel Elevation WALL PANEL TO WALL PANEL CAM-LOCK CONNECTION CEILING PANEL TO CEILING PANEL CAM-LOCK CONNECTION Max Spacing Req'd No. of Cam-LocksLineHoldown Uplift Max vCL Lp H Vpanel VCLVCL V Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-C-2 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 SHEAR CHECK: VALL =170 lb Allowable In-Plane Capacity of Cam in Foam Rails per Table 5 of LARR #24543 VALL =373 lb Allowable Out-of-Plane Capacity of Cam in Foam Rails per Testing Performed by Stork Max Seismic = 30.0 plf Max Live = 51.6 plf <--- GOVERNS Max Wind = N/A Max Spacing: 40 in Req'd No. of Cam-Locks: 2 Seismic Load = 2.5 plf Live Load = 20.5 plf <--- GOVERNS Wind Load = N/A Max Spacing: 219 in 219 in Req'd No. of Cam-Locks: 1 1 TENSION CHECK:NOT APPLICABLE FOR INTERIOR LOCATIONS TALL =164 lb Allowable Capacity of Cam in Foam Rails per Table 5 of LARR #24543 NS1 23.50 in 0.0 plf 5.0 plf 0.0 plf #DIV/0! 0 NS2 23.50 in 0.0 plf 5.0 plf 0.0 plf #DIV/0! 0 0.00 in 0.0 plf 0.0 plf 0.0 plf #DIV/0! 0 0.00 in 0.0 plf 0.0 plf 0.0 plf #DIV/0! 0 0.00 in 0.0 plf 0.0 plf 0.0 plf #DIV/0! 0 EW1 35.75 in 0.0 plf 7.6 plf 0.0 plf #DIV/0! 0 EW2 35.75 in 0.0 plf 7.6 plf 0.0 plf #DIV/0! 0 0.00 in 0.0 plf 0.0 plf 0.0 plf #DIV/0! 0 0.00 in 0.0 plf 0.0 plf 0.0 plf #DIV/0! 0 0.00 in 0.0 plf 0.0 plf 0.0 plf #DIV/0! 0 DESIGN REQUIREMENTS: Wall Panel Width =47 in Typical Cam-Lock Connections are Adequate Typical No. per Wall Panel: (2) PER WALL PANEL END Max SpacingLineMax Roof Wind Load Resisting Dead LoadRoof Trib Net Uplift (ASD) Out-Of-Plane Diaphragm Shear Exterior Wall Interior Wall Req'd No. of Cam-Locks Out-of-Plane Force CEILING PANEL TO WALL PANEL CAM-LOCK CONNECTION Diaphragm Shear Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-C-3 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 SHEAR CHECK: VALL =170 lb Allowable In-Plane Capacity of Cam in Foam Rails per Table 5 of LARR #24543 VALL =373 lb Allowable Out-of-Plane Capacity of Cam in Foam Rails per Testing Performed by Stork Max Seismic = 39.0 plf Max Live = 51.6 plf <--- GOVERNS Max Wind = N/A Max Spacing: 40 in Req'd No. of Cam-Locks: 2 Seismic Load = 2.5 plf Live Load = 20.5 plf <--- GOVERNS Wind Load = N/A Max Spacing: 100 in 100 in Req'd No. of Cam-Locks: 1 1 TENSION CHECK:NOT APPLICABLE FOR INTERIOR LOCATIONS TALL =164 lb Allowable Capacity of Cam in Foam Rails per Table 5 of LARR #24543 NS1 23.50 in 0.0 plf 25.4 plf 0.0 plf #DIV/0! 0 NS2 23.50 in 0.0 plf 25.4 plf 0.0 plf #DIV/0! 0 0.00 in 0.0 plf 20.4 plf 0.0 plf #DIV/0! 0 0.00 in 0.0 plf 20.4 plf 0.0 plf #DIV/0! 0 0.00 in 0.0 plf 20.4 plf 0.0 plf #DIV/0! 0 EW1 35.75 in 0.0 plf 28.0 plf 0.0 plf #DIV/0! 0 EW2 35.75 in 0.0 plf 28.0 plf 0.0 plf #DIV/0! 0 0.00 in 0.0 plf 20.4 plf 0.0 plf #DIV/0! 0 0.00 in 0.0 plf 20.4 plf 0.0 plf #DIV/0! 0 0.00 in 0.0 plf 20.4 plf 0.0 plf #DIV/0! 0 DESIGN REQUIREMENTS: Wall Panel Width =47 in Typical Cam-Lock Connections are Adequate Typical No. per Wall Panel: (2) PER WALL PANEL END WALL PANEL TO FLOOR PANEL CAM-LOCK CONNECTION Max Spacing Req'd No. of Cam-Locks Wall Shear Line Roof Trib Max Roof Wind Load Resisting Dead Load Net Uplift (ASD) Out-Of-Plane Out-of-Plane Force Exterior Wall Interior Wall Wall Shear Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 U1-C-4 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 LOADS AT BASE OF WALL (ASD) At Exterior Wall: Wind Uplift =0.0 plf Seismic =39.0 plf Seismic = 2.5 plf Resisting Dead Load = 0.0 plf Live =51.6 plf Live = 20.5 plf Ceiling Live Load = 0.0 plf Wind =N/A Wind =N/A At Interior Wall: Wind Uplift =0.0 plf Resisting Dead Load = 25.4 plf Ceiling Live Load = 19.6 plf ANCHORAGE LOADS (LRFD) Wflr =478 lb Seismic Shear VE = 55.7 plf Seismic Shear VE = 3.6 plf Vflr = 169 lb Ωo = 2 Ωo = 2 Ωo = 2 Ωo x VE = 111.4 plf Ωo x VE = 7.2 plf Ωo x Vflr = 338 lb Non-Seismic Shear = 82.6 plf Non-Seismic Shear = 32.8 plf DESIGN FORCES AT EACH ANCHOR Spacing =48 in Spacing at Interior Wall = 24 in Total No. of Anchors =2 Seismic Floor Load = 169 lb Shear: At Exterior Wall:Combined: Seismic Wall Load =445 lb At Exterior Wall: Total Seismic Load = 614 lb ≤ 763 lb OK Non-Seismic Shear Load =330 lb Non-Seismic Load = 330 lb ≤ 763 lb OK Non-Seismic Uplift = 0 lb At Interior Wall:0.43 ≤ 1.2 OK Seismic Wall Load =223 lb Total Seismic Load =392 lb ≤ 763 lb OK At Interior Wall: Non-Seismic Load = 165 lb ≤ 763 lb OK Non-Seismic Shear Load = 165 lb Non-Seismic Uplift = 0 lb Tension: At Exterior Wall:0.43 ≤ 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, vIP Out-of-Plane Shear, vOP Floor Seismic Loads Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 AN-1 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 AN-2 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 AN-3 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 AN-4 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 LARR-1 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 LARR-2 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 LARR-3 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 LARR-4 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 LARR-5 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566 Project: McConnell's Ice Cream By: AG Sheet No. Location: San Juan Capistrano, CA Date: 11/20/23 LARR-6 Client: ThermalRite Revised:Job No. Subject: Walk-In Cooler / Freezer Analysis Date:2300566