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REVIEWED RESUB 1-BLD2023-1489+Mechanical_System_Calculations+4.8.2024_6.03.06_PM+4184068RESUB Arby's #769 Apr 09 2024 CITY OF Unit # 12 6 3 49 DEVELOPMENT SERVICES DEPARTMENT RTTMENT Edmonds, Washington BLD2024-1489 Structural Design Calculations REVIEWED BY CITY OF EDMONDS 04/01/2024 Prepared For: ICS / Everidge Andover, KS PEC Project No.: 248001-019 Prepared by: Tyler Brown Reviewed by: Zachary Bowden, P.E. License Number: 22007998 Date: March 28`h, 2024 303 SOUTH TOPEKA WICHITA, KS 67202 316-262-2691 www.pecl.com INDEX DESCRIPTION PAGE Project Overview 1- 1 Parameters 1 - 1 Design Criteria 1 - 1 Structural Calculations 2 - 18 Drawings 19 - 19 Appendix 20 - 26 These calculations, prepared by Professional Engineering Consultants, P.A. for this project, are the exclusive property of Professional Engineering Consultants, P.A. Their use or publication shall be restricted for use solely with respect to the specific project noted above. These calculations are provided for the project noted above for reference only. The civil engineer or structural engineer of record for each specific project shall prepare, sign, and seal their own set of calculations. These calculations are not to be used unless signed and sealed by a structural engineer in the employment of Professional Engineering Consultants, P.A. Professional Engineering Consultants, P.A. shall be deemed the author of these documents and shall retain all common law, statutory and other reserved rights including copyright. These calculations shall not be used in part or in whole by the owner or others for other projects, additions to this project, or for completion of this project by others except by agreement in writing and with appropriate compensation to Professional Engineering Consultants, P.A. PEC Design Calculations PROJECT OVERVIEW: The following calculations will analyze International Cold Storage (ICS) unit 126349 for Arby's #769. Units are comprised of premanufactured UL rated wall assemblies tested and certified by ICS. The allowable capacities of the unit's members and connections are from the tested report PFS Corporation No. 09-92. The respective sheets from this report are attached in the appendix. Calculations were performed to determine the general global loads on the unit and adequacy of the members and connections. PARAMETERS: The dimensions for unit 126349 were given at 10'-0" by 19'-0" with a peak height of 9'-2" per drawings provided by ICS. The location of the project has been given as 8425 244t" St. SW Edmonds, Washington 98026. Wall and roof assemblies consist of urethane foam insulation with .040 aluminum or 26 GA. G90 steel finish with the addition of wood interior stud framing. The foundations are to be designed by others. DESIGN CRITERIA: Applicable Codes/Criteria: - ASCE 7-16: Minimum Design Loads for Buildings and Other Structures - International Building Code 2018 - Risk Category: II Wind Loads: - Exposure Category: C - Ultimate Wind Speed: 110 MPH (PER LOCAL JURISDICTION) - Internal Pressure Coefficient = ± 0.18 Snow Loads: - Ground Snow Loads: 25 PSF (PER LOCAL JURISDICTION) - Flat Roof Snow Load:25 PSF (PER LOCAL JURISDICTION) - Snow Importance Factor, I = 1.0 - Snow Thermal Factor, Ct = 1.3 - Snow Exposure Factor, Ce = 0.9 Seismic Loads: - Site Class: D (Default) - Seismic Design Category: D - Seismic Importance Factor: 1.0 - SS = 1.277, S1= 0.447 , Sps = 1.022 - Reference Seismic Analysis in calculations Connection and Member Allowable Capacities: - PFS Corporation Test Report No. 09-92 ►SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: 8425 244th St SW Edmonds, Washington 98026 ASCE Hazards Report Standard: ASCE/SE17-16 Latitude: 47.778034 Risk Category: II Longitude:-122.347194 Soil Class: D - Default (see Elevation: 428.92247168483624 ft Section 11.4.3) (NAVD 88) c TJ o� IiaRx 2491h 51 S'J, a' u a vy. 3 11 2{rn Ih Sl Z Z N 19,'llSt G EN198th5 z Wind 2J8h1 St 55V S Lti , 24)th St SW _ 79 m` 242nr1 St SW a :� L Edm°nys•w � Aurora R Auora Vibgr Vdkq� Aurora Vrlk.pe T.— ' C—W, N 2^Gth St Etho 1 N tJith 51 N 1981h St yak- N 1951h St Fmt aimbk I I I _ . [dmonds \ ' E.4�Mrx� Mr. i.rlbkr % �lu� lip r�ll ii� InJnr[b i ' hart Y.li u•.J�I� Green Kirkland R"11 "- talo HainM l9e _•-- .. 't��. cap ISIJrvY Results: Ultimate Wind Speed = 110 mph (Per V Speed 98 Vmph Local Jurisdiction) ar mp 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 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: Thu Feb 15 2024 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. hftps:Hascehazardtool.org/ Page 1 of 3 Thu Feb 15 2024 2 gsi�E* AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss : 1.277 Sp, : N/A S, 0.447 T L : 6 Fa 1.2 PGA: 0.542 Fv N/A PGA M : 0.65 SMs : 1.532 FPGA 1.2 SM, N/A le 1 SIDS : 1.021 C, 1.355 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Thu Feb 15 2024 Date Source: USGS Seismic Design Maps hftps:Hascehazardtool.org/ Page 2 of 3 Thu Feb 15 2024 3 ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Snow . . . . . . 2 Grun So Lad,pg 01/ft Mapped levatlon: 428.9 ft Data Source: Date Accessed: Thu Feb 15 2024 Ground Snow Load = 25 PSF (Per Local Jurisdiction) 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. The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. https://ascehazardtool.org/ Page 3 of 3 Thu Feb 15 2024 4 BUILDING CODES & DESIGN INFO Building Codes adopted by the City of Edmonds as of 2/1/2021 as amended by the State of Washington Building Code Council (SBCC). Adoption of the 2021 Codes and Amendments has been delayed by the state until March 15, 2024. See link below for amendments specific to the Edmonds Community Development Code (ECDC). 2018 International Building Code 2018 International Residential Code 2018 International Mechanical Code 2018 International Fuel Gas Code 2018 International Fire Code 2018 International Existing Building Code 2018 International Property Maintenance Code 2018 ICC Performance Code 2018 Washington State Energy Code • Residential • Commercial 2018 Uniform Plumbing Code Edmonds Community Development Code Title 19 WA State Amendments to ICC Codes as applicable Electrical permits are administered by WA State Dept. of L&I. The edition of the National Electrical Code in effect is that which is currently adopted by the State. The International Code Council promulgates the International Codes that form the basis for • building codes in Washington State and the City of Edmonds. Visit their site to explore the national code development process. In Washington the State Building Code Council is charged with the adoption and amendment of • the International Codes. The council was created by the State Legislature in 1974 and given authority from RCW 19.27. A good source of code books and other code related publications is the Washington Association of Building Officials Bookstore. You • can also check the WABO website to check for training opportunities, resources and to see what is happening within the state building code world. The State Energy Codes. A very good source of information on energy codes with some very • useful publications is the WSU Energy Extension. 5 DESIGN CRITERIA FOR EDMONDS Min. Roof Snow Load 25 psf (non -reducible) Ground Snow Load 25 psf (non -reducible) Seismic Design Category D1(Residential) / Category D (Commercial) Wind Speed 85 mph (Basic), 110mph (Ultimate) Wind Exposure B,C & D (varies with location contact plan review staff) Winter Design Temp 27 degrees F (-3 degree C) Mean Annual Temp 50 degrees F (10 degree C) O 6 ❑®PEC PROFESSIONAL ENGINEERING CONSULTANTS, P.A. CS2018 Ver 2018.03.17 JOB TITLE ICS - Edmonds, WA 126349 JOB No. 248001-019 SHEET NO. CALCULATED BY TJB CHECKED BY EMP STRUCTURAL CALCULATIONS FOR ICS - Edmonds, WA 126349 248001-019 DATE 2/23/24 DATE www.struware.com 7 Professional Engineering Consultants 303 S. Topeka Wichita, Kansas (316)262-2691 www.pecl.com Code Search Code: International Building Code 2018 Occupancy: Occupancy Group = S Storage Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic 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 (L) 19.0 ft Least width (B) 10.0 ft Mean Roof Ht (h) 9.2 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft JOB TITLE ICS - Edmonds. WA 126349 JOB NO. 24bUU"I-UI CALCULATED By TJB CHECKED By EMP 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 SHEET NO. DATE 2/23/24 DATE www.struware.com Professional Engineering Consultants 303 S. Topeka Wichita, Kansas (316)262-2691 www.pecl.com Wind Loads: ASCE 7- 16 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 Ki = 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.09 K3 = 1.000 At Mean Roof Ht: Kzt = (1+KjK2K3)12 = 1.00 Gust Effect Factor h = 9.2 ft B = 10.0 ft /z (0.6h) = 15.0 ft Rigid Structure e = 0.20 f = 500 ft Zmin = 15 ft c = 0.20 90, 9v = 3.4 Lz = 427.1 ft Q = 0.96 Iz = 0.23 G = 0.90 use G = 0.85 JOB TITLE ICS - Edmonds, WA 126349 JOB NO. 248UU1-U19 CALCULATED BY TJB CHECKED BY EMP SHEET NO. DATE 2/23/24 DATE I V(Z) Speed-up V(Z) x(up-aind) -= x(downwind) H!2 rH ' Lh Hl2 V(z) Z - Speed-up V(Z) x(upwind) x(downwind) �- HJ2 - H 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). If building h/B>4 then may be flexible and should be investigated. h/B = 0.92 Rigid structure (low rise bldg) G = 0.85 Using rigid structure default Flexible or Dvnamicaliv Sensitive Structure 34icy (n,) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.65 /a = 0.15 Vz = 92.9 N 1 = 0.00 Kn = 0.000 Rh = 28.282 n = 0.000 RB = 28.282 n = 0.000 RL = 28.282 n = 0.000 9R = 0.000 R = 0.000 Gf = 0.000 h = 9.2 ft 9 Professional Engineering Consultants 303 S. Topeka Wichita, Kansas (316)262-2691 www.pecl.com JOB TITLE ICS - Edmonds, WA 126349 JOB No. 248001-019 CALCULATED BY TJB CHECKED BY EMP Wind Loads - MWFRS all h (Except for Open Buildings) Kh (case 2) = 0.85 h = 9.2 ft GCpi = +/-0.18 Base pressure (qh) = 22.4 psf ridge ht = 9.3 ft G = 0.85 Roof Angle (0) = 1.2 deg L = 19.0 ft qi = qh Roof tributary area - (h/2)*L: 87 sf B = 10.0 ft (h/2)*B: 46 sf Ultimate Wind Surface Pressures (nsf) SHEET NO. DATE 2/23/24 DATE Surface Wind Normal to Ridge B/L = 0.53 h/L = 0.92 Wind Parallel to Ridge L/B = 1.90 h/L = 0.48 Cp ghGCP w/+q;GCP; w/-ghGCpi Dist.* Cp ghGCP w/ +q;GCP; w/-ghGCpi Windward Wall (WW) 0.80 15.2 see table below 0.80 15.2 see table below Leeward Wall (LW) -0.50 -9.5 -13.5 -5.5 -0.32 -6.1 -10.1 -2.1 Side Wall (SW) -0.70 -13.3 -17.3 -9.3 -0.70 -13.3 -17.3 -9.3 Leeward Roof (LR) ** Included in windward roof Neg Windward Roof: 0 to h/2* -1.23 -23.4 -27.5 -19.4 0 to h/2* -0.90 -17.1 -21.1 -13.1 h/2 to h* -0.73 -13.9 -18.0 -9.9 h/2 to h* -0.90 -17.1 -21.1 -13.1 h to 2h* -0.67 -12.67 -16.69 -8.64 h to 2h* -0.50 -9.5 -13.5 -5.5 > 2h* -0.30 -5.7 -9.7 -1.7 Pos/min windward roof press. -0.18 -3.4 -7.4 0.6 Min press. -0.18 -3.4 -7.4 0.6 -KooT angle < -iu aegrees. i nereTore, ieewara roof 'horizontai aistance Trom winowara eage is included in windward roof pressure zones. For monoslope roofs, entire roof surface is either windward or leeward surface. Windward Wall Pressures at 'Y' (psf) Combined WW + LW Windward Wall Normal I Parallel LR z Kz Kzt gzGCP w/+q;GCP; w/-qhGCpi to Ridge to Ridge / h= 0 to 15' 0.85 1.00 15.2 11.2 19.2 24.7 21.3 SWj _LW NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz Kzt qp (psf) 0.0 ft 0.85 1.00 0.0 Windward parapet: 0.0 psf (GCpn = +1.5) Leeward parapet: 0.0 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) : 15.2 psf (upward) SW \W L � wuro G`DMECTION WRID NORMAL TO RIDGE WR WR fWR LW W 1--WW & v wnaD DIRECTION WOJD PARALLEL 70 RIDGE LW IVMALwnML kIXMG 10 I Professional Engineering Consultants JOB TITLE ICS - Edmonds, WA 303 S.Topeka 126349 Wichita, Kansas JOB No. 248001-019 SHEET NO. (316) 262-2691 CALCULATED BY TJB DATE 2/23/24 www.pecl.com CHECKED BY EMP DATE Wind Loads - Comaonents & Claddina : h <_ 60' Kh (case 1) = 0.85 h = 9.2 ft 0.2h = 1.8 ft Base pressure (qh) = 22.4 psf 0.6h = 5.5 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (0) = 1.2 deg qi = qh = 22.4 psf Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 1' Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 1&1' Overhang Zone 2 Overhang Zone 3 Parapet qp = 0.0 psf Walls Ultimate Wind Pressures Surface Pressure (psf) 10 sf 20 sf 50 sf 100 sf 200 sf 350 sf 500 sf 1000 sf -42 -39.2 -35.6 -32.8 -30.0 -27.8 -26.4 -26.4 -24.1 -24.1 -24.1 -24.1 -20.8 -18.1 -16.3 -16.0 -55.4 -51.9 -47.2 -43.6 -40.0 -37.1 -35.3 -35.3 -75.5 -68.4 -59 -51.9 -44.7 -39.0 -35.3 -35.3 16 16 16 16 16.0 16.0 16.0 16.0 -38 -37.3 -36.4 -35.8 -30.0 -25.3 -22.4 -22.4 -51.4 -46.7 -40.4 -35.6 -30.9 -27.0 -24.6 -24.6 -71.5 -63.2 -52.2 -43.9 -35.6 -28.9 -24.6 -24.6 Uverhang pressures in the table above assume an Internal pressure coettiaent (Vcpl) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4 psf) Solid Parapet Pressure u ace Pressure (psf) 10 s 20 s 50 s 100 s 200 s 500 s one Zone 3 : 0.0 0.0 0.0 0.0 0.0 . 0.0 ASE B : Interior zone : Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 GCp +/- GCpi Surface Pressure at h s s s 5 s s s s 5 s 1.44 1.08 1.12 0.92 1.03 0.87 -0.90 0.81 -44.3 24.1 -25.1 20.6 22. 1 19.5 -20.1 18.1 Area 10 Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 Note: GCp reduced by 10% due to roof angle <= 10 deg Userinput 16 sf 300 sf -40.1 -28.4 -24.1 -18.8 -53.0 -37.9 -70.7 -40.6 16.0 16.0 -37.5 -26.6 -48.2 -28.1 65.9 1 -30.7 Userinput 16s 0.0 0.0 0.0 Userinput 74 s s -26.0 21.1 -22.9 19.5 11 Professional Engineering Consultants JOB TITLE ICS - Edmonds, WA 303 S.Topeka 126349 Wichita, Kansas JOB No. 248001-019 SHEET NO. (316) 262-2691 CALCULATED BY TJB DATE 2/23/24 www.pecl.com CHECKED BY EMP DATE Location of C&C Wind Pressure Zones - ASCE 7-16 > O G ^ � I I > .c I I I I I ® I l 4 I I I I I I I t I I Roofs w/ 0 <_ 10' and all walls h>60' I I _ I I I O I I I — I O I I I I I I Monoslope roofs 10°<0<_30' h <_ 60' & alt design h<90' a Walls h <_ 60' & alt design h<90' Multispan Gable & Gable 7° < 0 <_ 45' Stepped roofs 0 <_ 3° h <_ 60' & alt design h<90' N Mit % Il C 2 I I I I I I 2 1 1 1Q' I 2 I I I I I I I L J Gable, Sawtooth and Multispan Gable 0 <_ 7 degrees & Monoslope <_ 3 degrees h <_ 60' & alt design h<90' Hip 7° < 0 <_ 27' Monoslope roofs 3°<0<_10' h <_ 60' & alt design h<90' Sawtooth 10' < 0 <_ 45' h <_ 60' & alt design h<90' 12 1 Professional Engineering Consultants 303 S. Topeka Wichita, Kansas (316)262-2691 www.pecl.com Snow Loads: ASCE 7- 16 Roof slope = 1.2 deg Horiz. eave to ridge dist (W) = 10.0 ft Roof length parallel to ridge (L) = 19.0 ft Type of Roof Monoslope Ground Snow Load Pg = 25.0 psf Risk Category = II Importance Factor 1 = 1.0 Thermal Factor Ct = 1.30 Exposure Factor Ce = 0.9 Pf = 0.7*Ce*Ct*I*Pg = 20.5 psf Unobstructed Slippery Surface no Sloped -roof Factor Cs = 1.00 Balanced Snow Load = 20.5 psf Rain on Snow Surcharge Angle 0.20 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 20.5 psf Minimum Snow Load Pm = 20.0 psf Uniform Roof Design Snow Load = 20.5 psf use 25.0 Windward Snow Drifts 1 - Aaainst walls. DaraDets. etc Upwind fetch lu = 80.0 ft Projection height h = 5.7 ft Snow density g = 17.3 pcf Balanced snow height hb = 1.19 ft hd = 2.25 ft he = 4.51 ft he/hb >0.2 = 3.8 Therefore, design for drift Drift height (hd) = 2.25 ft Drift width w = 9.02 ft Surcharge load: pd = y*hd = 38.9 psf Balanced Snow load: = 20.5 psf 59.4 psf Windward Snow Drifts 2 - Against walls, parapets, etc Upwind fetch lu = 160.0 ft Projection height h = 4.0 ft Snow density g = 17.3 pcf Balanced snow height hb = 1.19 ft hd = 3.13 ft he = 2.81 ft he/hb >0.2 = 2.4 Therefore, design for drift Drift height (hc) = 2.81 ft Drift width w = 13.96 ft Surcharge load: pd = y*hd = 48.5 psf Balanced Snow load: = 20.5 psf 69.0 psf JOB TITLE ICS - Edmonds, WA 126349 JOB NO. 248001-019 SHEET NO. CALCULATED By TJB DATE 2/23/24 CHECKED By EMP DATE Nominal Snow Forces Near ground level surface balanced snow load = 25.0 psf NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs.. Lu Note: If bottom of projection is at least 2 feet above hb then snow drift is not required. 13 Professional Engineering Consultants JOB TITLE ICS - Edmonds, WA 303 S. Topeka 126349 Wichita, Kansas JOB No. 248001-019 SHEET NO. (316) 262-2691 CALCULATED BY TJB DATE 2/23/24 www.pecl.com CHECKED BY EMP DATE Seismic Loads: IBC 2018 Strength Level Forces Risk Category : 11 Importance Factor (I) : 1.00 Site Class : D Ss (0.2 sec) = 127.70 %g S1 (1.0 sec) = 44.70 %g Fa = 1.000 use 1.20 Sms = 1.532 SDs = 1.022 Design Category = D Fv = 1.853 Sm1 = 0.828 SD1 = 0.552 Design Category = D Seismic Design Category = D Redundancy Coefficient p = 1.30 Number of Stories: 1 Structure Type: All other building system; Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Seismic resisting system: Light frame walls with shear panels - all other materials System Structural Height Limit: 35 ft Actual Structural Height (hn) =9.3 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTOR Response Modification Coefficient (R) = 2 Over -Strength Factor (Do) = 2 Deflection Amplification Factor (Cd) 2 SDs = 1.022 SD1 = 0.552 Seismic Load Effect (E) = Eh +/-Ev = p CE +/- 0.2SDS D = 1.3Qe +/- 0.204D QE = horizontal seismic force Special Seismic Load Effect (Em) = Emh +/- Ev = Do GE +/- 0.2SDS D = 2Qe +/- 0.204D D = dead loac PERMITTED ANALYTICAL PROCEDURE: Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis - Permittec Building period coef. (CT) = 0.020 Approx fundamental period (Ta) rh User calculated fundamental period (T) _ Long Period Transition Period (TL) = ASCE7 map = Seismic response coef. (Cs) = SDSI/R = need not exceed Cs = Shc I /RT = but not less than Cs = 0.044Sdsl = USE Cs = Cu = 1.40 0.107 sec x= 0.75 Tmax = CuTa = 0.149 sec Use T = 0.107 6 0.511 2.592 0.045 0.511 Design Base Shear V = 0.511 W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Aa = 0.020hsx where hsx is the story height below level x 14 0 PROJECT: International Cold Storage DATE: 2/23/2024 Prrfe tonal Engr'neen)) q Consult oas, ed- JOB # : 248001-019 DESIGNER: TJ13 303 S. IOPLKA • W'1(HI IA, KS 6/202. 316-262-2691 - FAX 3I6-262-3003 DESCRIPTION: 10'X19'-0"X9'-2" CHECKER: EMP wwa-.pec Lcom • desicgners(Ope: Lmnr Edmonds, WA LOADS: Note: Reference attached struware for values and coefficients UNIT PARAMETERS: Width: 10 Feet Length: 19 Feet leak Height: 9 Feet 0_Inches 10.00 Feet 0_Inches 19.00 Feet 2 Inches 1 9.17 Feet LATERAL ANAYLSIS: Seismic Analysis: (Equivalent Lateral Force Procedure) Seismic Base Shear(s): V=CSW _ SoS * 4 = 0,511 W = Weight of Structure = 1222.7 # CS R SUs = 1.022 DLRoof= 760.00 # le 1.0 DLWa11= 212.67 # R= 2.0 DLRTU= 250 # p = 1.3 Eh=pV=pCSW=1 812.22 1# E = 0.2SoSD =1 249.91 # Wind Load Analysis: (Idealized as Flexible Diaphragm/Single Span) Wind Load Base Shear(s): WL= 110 MPH (Ultimate) WW+LW= 24.7 PSF VWL = (WL + LW) (Height)(Length/Width) VWL1= 2264.17 # VWL1Roof= 1132.08 # (Governs) VWL2= 4301.92 # VWL2Roof= 2150.96 # (Governs) Load Map 0) Roof: - Ri (Vi) ViRoof (WO 1 R2 (V2) ICS Unit 1 R2 (V2) Rl (Vl) Roof Reactions: V2Roof# V2Roof= # RlRoof= 566.04 # R2Roof= 1 1075.48 # T V2Roof (W2) w1Roof2TJ plf wzRoof= plf V1 Roof= 29.79 plf V2Roof= 107.55 plf 15 0 PROJECT: International Cold Storage DATE: 2/23/24 Profear¢onal Engineering Consultants, e.�. JOB # : 248001-019 DESIGNER: TJB 303 S. TOPEKA • WICHITA, KS 67202. 316262-2691 • FAX 316-262-3003 DESCRIPTION: 10'X19'-0"X9'-2" CHECKER: EMP wmv.peclxom • doi0nersQpetl.cem Edmonds, WA LOADS: Reference attached struware for values and coefficients UNIT PARAMETERS: Width: 10.00 Feet Length: 19.00 Feet leak Height: 9.17 Feet MEMBER CHECKS: Note: Allowable capacities are per PFS Corporation Test Report No. 09-92 Roof Chord: (Idealized as Simple Span) Tension/Compression Check Wl 12 Mi1 8 5.1 k-ft Mu1 w212 ft = 1.4 k- Mug = 8 0 T2/C2=M.2*0.6= 44.7 # Allowable Tension Capacity: Ta = 5387 # > T1 & T2:. Adequate Roof to Wall Connection: Shear Check V1 Roof= 17.9 plf (Factored) V1 Roof= 64.5 plf (Factored) Allowable Shear Capacity: ve = 471 plf > v1 & V2 :. Adequate Roof Joists: Check roof joist with reinforcing @ 24" on center, reference ICS drawing for construction details. Additionally check worst case joist with roof mounted unit @ mid -span, per ICS layout. Roof Joist Idealized: Roof Joist Span= 24 in. P W2 W1 L/ 2 , �L P= 100 # (Roof Mounted Unit) w1= DL = 5 psf = 10.00 plf LL = 20 psf = 40.00 plf WL = 16 psf = 32.00 plf SLb= 25 psf = 50.00 plf w2= SLd= Reference attached snow drift loads Note: Governing load combination per ASCE-7, DL + LL + W L for the loads noted above. Maximum Shear = Vmax= 623 # Maximum Moment = Mmaz 7=#-ft Allowable roof loads per ICS Drawing/Report with roof reinforced at 24" on center. wa= 212 psf x 24"/12" = 424 plf V. _ 2120 # > VMAx :• Adequate MQ = 5300 k-ft > Mm. :. Adequate 16 0 Profeacaonal Engineering Consultants, e.�. M3 S. TOPEKA • WICHITA, KS 67202. 316 262-2691 • FAX 316-262-3003 wwn.pecl.com • doi0nersQpetl.cem LOADS: Reference attached struware for values and coefficients UNIT PARAMETERS: Width: 10.00 1 Feet Length: 19.00 Feet leak Height: 9.17 Feet MEMBER CHECKS: PROJECT: International Cold Storage JOB # : 248001-019 DESCRIPTION: 10'X19'-0"X9'-2" Edmonds. WA Note: Allowable capacities are per PFS Corporation Test Report No. 09-92 Wall Panels: Compression Check (Joist Reaction) 4 x 12 12.98 psi Allowable Compression Capacity: Ca = 28.7 psi > C� Lateral Pressure (Components and Cladding) WC&C = 20.4 psf (factored) Allowable ate pacity: A. = 69.1 psf > we :. Adequate Shear Walls: Reference attached shear wall calculations. DATE: 2/23/24 DESIGNER: TJB CHECKER: EMP 17 PROJECT 249001 -00: _TL9 - fa me&�, WA DATE ZI2-S ZON PE ®ITEM S OC- . &LO3AL CA LCS By 71$ ` SH F AZ WALL MPS? EAZ \►Jf LL h+q,_Z., h Aq Pc w CULT) L------- 4 - �iO L D DOWN L-tF.�sf try, -�- _ �'F x 10, x 5' x 2' U Iq ` % jTu I,Uq}, + (0c"—+ ►,-�G`J *X.0.To, = 1,OS49 * f Lo DOwN CAPP►CI7y = TALL = 3,892" y `TQ AD�QyATF_ • S lit i; H R CHF C lC = S.W. C APA C1 Ty = Ycru = �i� j Pt,F y Ya ADEQU AT>- NXT r . 'S.W. 95 RXS 7ikE S.w• (14?AC1Ty WILL 3iL AD30QTi59 FFjz SFC.-flU%,) 93.3.S A'D,)u%TMENT AC"Tog = 4.(( ="�> YAI.i. ' q-4I PGA x D.(,b = 3l ! �cF ) YA ApF Q0 ATE 18 APRX LOCATION OF FACTORY ROOF MTD C❑NDENSING UNIT. 19'-7" ❑D SLAB HEIGHTS 18'-7" _[�.] ....... 36' FLUSH INTERI❑R RAMP _ v 00 o � O O TIE DOWNS N.T.S. AS INDICATED x PEC Design Calculations I:1» NLI1111:1 20 ALLOWABLE STRESSES DERIVED FROM TEST RESULTS Per PFS Corporation Test Report No. #09-92 ALLOWABLE STRESSES ROOF TO WALL STRESSES P = A x Fy x 0.6 Fy (STEEL) = 35,000psi A = .1912 in2 Fy (ALUM.) = 22,000psi A = .5120 in2 P= .1912 x 35,000 x 0.6 = 4,015 lb P = .5120 x 22,000 x 0.6 = 6,758 lb ALLOWABLE TENSILE STRESS Ptotal = 10,773 lb = 5387 lb S. F. 2 ALLOWABLE COMPRESSIVE STRESS = 5387 lb 80 in2 WALL TO WALL STRESSES P = A x Fy x 0.6 Fy (STEEL) = 35,000psi A = .508 in2 Fy (ALUM.) = 22,000psi A = .767 in 2 P = .508 x 35,000 x 0.6 = 10,668 lb P = .767 x 22,000 x 0.6 = 10,124 lb ALLOWABLE TENSILE STRESS Ptotal = 20,792 lb = 10,396 lb S. F. 2 ALLOWABLE COMPRESSIVE STRESS = RACKING SHEAR STRESS RACKING SHEAR STRESS 8° A=.1912 in2 24 GA. STEEL ROOF .032 ALUM. 00 ,`o ¢ N N A=.128 in N c Q p 00 J • N Q QC***4 0 4" = 67 psi III A=.2550 in2 A=.508 in2 .032 ALUM 1 16 GA. GALV. STEEL WALL 00 Q J .032 ALUM. Lo N C A=.1 8 in2 Q O O C4 • Q N "o N O • n ¢ 4" 10396 lb = 130 psi 80 in2 ULTIMATE SHEAR STRENGTH PER 3 TEST PANELS PANEL #1 = 1152.8 Ib/ft PANEL #2 = 1222.3 Ib/ft PANEL #3 = 1314.5 Ib/ft AVERAGE = 1152.8 + 1222.3 + 1314.5 = 1230 Ib/ft 3 ALLOWABLE RACKING SHEAR STRESS 1230 lbft = 615 Ib/ft S. F. 2 ULTIMATE SHEAR STRENGTH PER 3 TEST PANELS PANEL #1 = 719.4 Ib/ft PANEL #2 = 576.9 Ib/ft PANEL #3 = 767.0 Ib/ft AVERAGE = 719.4 + 576.9 + 767.0 = 687 Ib/ft 3 ALLOWABLE RACKING SHEAR STRESS 687 Ib ft = 343 Ib/ft S. F. 2 22 ALLOWABLE STRESSES COMPRESSIVE STRESS 4" 48" 0 i COMPRESSIVE STRESS 4" 48" BENDING STRESS OF WALL PANEL AVERAGE TEST VALUE FOR 4'-0" WIDE X 9'-4" TALL WALL PANEL = 115psf AVERAGE TEST VALUE FOR 4'-0" WIDE X 6'-10" TALL WALL PANEL = 206psf ALLOWABLE MOMENT AND SHEAR ARE CALCULATED FOR A 1'-0" STRIP OF PANEL. w = 8 626 ft• Ib w = 2 352 lb) LZ L ULTIMATE LOADS PER 3 TEST PANELS PANEL #1 = 13,881 lb PANEL #2 = 10,772 lb PANEL #3 = 11,838 lb AVERAGE = 13,881 +10,772+11,838 = 12,164 lb 3 ALLOWABLE COMPRESSIVE STRESS 12,164 lb = 63.4 psi = 31.7 psi (48")(4") S.F. 2 ULTIMATE LOADS PER 3 TEST PANELS PANEL #1 = 12,598 lb PANEL #2 = 10,213 lb PANEL #3 = 9,999 lb AVERAGE = 12,598+10,213+9,999 = 10,937 lb 3 ALLOWABLE COMPRESSIVE STRESS 10,937 lb = 57.0 psi = 28.5 psi (48")(4") S.F. 2 M = w— 115 Ib/ft(9'-4"Z) _ 1252 ft• lb B 8 ALLOWABLE BENDING MOMENT M = 1252 ft•lb = 626 ft•Ib S. F. 2 V = wl = 206 Ib/ft (6'-10") = 704 lb 2 2 ALLOWABLE SHEAR V 704 lb _ = — 352 Ib S.F. 2 23 ALLOWABLE BENDING STRESSES BENDING STRESS OF ROOF PANEL AVERAGE TEST VALUE FOR 4'-0" WIDE X 8'-0" LONG ROOF PANEL = 144psf AVERAGE TEST VALUE FOR 4'-0" WIDE X 14'-0" LONG ROOF PANEL = 53psf ALLOWABLE MOMENT AND SHEAR ARE CALCULATED FOR A 1'-0" STRIP OF PANEL. w = 8 649 ft• lb) w = 2 288 lb) L2 L M — 8L2— 53 Ib/ft8(14'-0"2) _ 1298 ft• Ib ALLOWABLE BENDING MOMENT M = 1298 ft• Ib = 649 ft Ib S. F. 2 V — wL = 144 Ib/ft (8'--n 2 2 ALLOWABLE SHEAR V = 576 lb = 288 Ib S. F. 2 BENDING STRESS OF FLOOR PANEL with SKIDS = 576 lb TESTING APPARATUS MAX. LOAD WAS 690 PSF. NO VISIBLE DEFORMATION WAS WITNESSED. ALLOWABLE FLOOR LOAD 690 psf BENDING STRESS OF FLOOR PANEL with out SKIDS LOADS PER 3 COMPRESSION TESTS PANEL #1 = 21618 psf PANEL #2 = 21790 psf PANEL #3 = 23224 psf AVERAGE = 21618+21790+23224 = 22,211 psf 3 ALLOWABLE FLOOR LOAD 22211 psf = 5552 psf S. F. 4 24 ALLOWABLE STRESSES UPLIFT AND SHEAR STRESS ON L2X2X1 /8 ANGLES UPLIFT AVERAGE ULTIMATE LOAD = 3747 lb SHEAR AVERAGE TEST VALUE = 6934 lb ALLOWABLE UPLIFT LOAD 3747 lb = 1874 lb / 3 screws = 625 lb/screw S. F. 2 ALLOWABLE SHEAR LOAD 6934 lb = 3467 lb / 3 screws = 1156 lb/screw S. F. 2 ALLOWABLE SHEAR AND TENSION LOADS BASED ON TAPCON CAPACITY (REFER TO ICC ES REPORT NO. ESR-1328) ALLOWABLE SHEAR = 420 Ib/ft (FOR SINGLE ANGLE) ALLOWABLE TENSION = 405 Ib/ft (FOR SINGLE ANGLE) UPLIFT AND SHEAR STRESS ON L12 ANGLES UPLIFT AVERAGE ULTIMATE LOAD = 4370 lb SHEAR AVERAGE TEST VALUE = 4020 lb ALLOWABLE UPLIFT LOAD 7784 lb = 3892 lb S. F. 2 ALLOWABLE SHEAR LOAD 4569 lb = 2285 lb S. F. 2 ALLOWABLE SHEAR LOADS BASED ON HILTI ANCHOR CAPACITY (REFER TO ICC ES REPORT NO. ESR-1328) ALLOWABLE SHEAR = 1596 Ib/ft 25 ALLOWABLE STRESSES ALLOWABLE ROOF UPLIFT AT WALL CONNECTION ALLOWABLE VALUES ARE BASED ON ICS—ES LEGACY REPORT NUMBER ER-4780 FOR DRIL—FLEX AND KWIK—FLEX SELF DRILLING FASTENERS. REFER TO ANCHORAGE SECTION FOR LEGACY REPORT. ALLOWABLE PULLOUT .032 X 306 LBS = 78.3 LBS PER SCREW .125 ALLOWABLE SHEAR .032 X 587 LBS = .125 150 LBS PER SCREW SCREWS ARE PLACED AT 6"O.C. ALLOWABLE PULLOUT 78.3 LBS x 2/FOOT ALLOWABLE SHEAR 150 LBS x 2/FOOT = 157 LB/FT = 300 LB/FT 8° ROOF ROOF AND WALL ARE CONNECTED TOGETHER WITH #10-16 x % TEK SCREWS AT 6" ON CENTER AT THESE TWO LOCATIONS. ALLOWABLE LOADS FOR STEEL C3X6.0 OPENING REINFORCING FOR OPENING 6'-0" HIGH Critical Stress = ip Z E = (pi')(29,000 ksij = 9.555 ksi (L/r)Z (72"/.41611)2 Critical LOAD = 9.555 ksi (1.76 in 2) = 16,816 Ibs / S.F. 2 = 8408 Ibs FOR OPENING 6'-6" HIGH Critical Stress = ip Z E = (pi2)(29,000 ksi = 8.141 ksi (L/r)Z (78"/.41611)2 Critical LOAD = 8.141 ksi (1.76 in 2) = 14,328 Ibs / S.F. 2 = 7164 Ibs FOR OPENING 7'-0" HIGH Critical Stress = ip Z E _ (L/r)Z (pi2)(29,000 ksi = 7.02 ksi (84"/.41611)2 Critical LOAD = 7.02 ksi (1.76 in 2) = 12,355 Ibs / S.F. 2 = 6178 Ibs 26