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REVIEWED BLD2023-0084+Calculations+1.20.2023_4.36.01_PM+3326272REVIEWED RECEIVED Jan 31 2023 BY OPMENT CITY OF EDMONDS of NE `..LME'T SERVICES BLD2023-0084 CASE Engineering Inc. 796 Merus Ct St. Louis, MO 63026 OFFICE: 636-349-1600 FAX: 636-349-1730 Website: www.caseengineeringinc.com Structural Calculations Client: MODPOOLS Proiect: Shipping Crate Pool Majerus Residence 18303 84t" PI. W Edmonds, WA 98026 Date: January 18, 2023 Project #: MOD-WA-01-23 REVIEWED BY CITY OF EDMONDS BEd ifica I case engineering kdifica Case Engineering T 636 3491600 796 Merus Court F 636 3491730 St. Louis, MO 63o26 aedificacase.com Client A P-J'; (, Project Made by )Zz L Checked by ��1 (C*,I.f9 Page _ of Date 2� Preliminary ❑ Final x ,J(Jr fall %(AM, 5l'� wIa ar ou'� ion L -� (I AWrx�,-.tzr c�v,nvik" I/lo mS/SaV)cL Zo /Cw S a� pt45S%J-- (54-a^6- C,5 'n") ga'iTo M " .� l ) 1 'O.5-C OtA �l �e, ISM _ ` � c� Ju" 4C lua ` Q1iclgl-1 °, Mod P-I Loads: BLC 1, Water Pressure Aedifica Case Engineering Kyle Linenfelser ZZCP-07-01-2018 Top Rail Model SK-2 Feb 14, 2018 at 1:45 PM i Top Rail Calculation.r3d Member: M1 Shape: HSS6x2x6 .19 at 4.25 ft Material: A500 Gr.B Rect Length: 8.5 ft / I Joint: N3 J Joint: N1 LC 1: Water Pressure D / Code Check: 0.387 (bending) y Report Based On 97 Sections 0 at 0 ft 1.126 at 0 ft A k Vy -2.665 at 0 ft -1.126 at 8.5 fi 6.869 at 0 ft T k-ft Mz 4.46 at 4.25 ft 14.461 at Oft fa ksi -.558 at 0 ft fc 9.39 at 4.25 ft A/SC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.387 Max Shear Check 0.020 (y) Location 0 ft Location 0 ft Equation H1-1b Max Defl Ratio L/535 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y-y z-z Fy 46 ksi Lb 8.5 ft 8.5 ft Pnc/om 40.018 k KL/r 133.991 53.928 Pnt/om 131.665 k Mny/om 7.942 k-ft L Comp Flange 8.5 ft Mnz/om 18.203 k-ft L-torque 8.5 ft Vny/om 57.137 k Tau _b 1 Vnz/om 10.994 k Tn/om 8.743 k-ft Cb 1.313 Member: M2 Shape: HSS6x2x6 Material: A500 Gr.B Rect Length: 20.5 ft I Joint: N1 J Joint: N2 LC 1: Water Pressure Code Check: 0.382 (bending) Report Based On 97 Sections A my = k -1.105 at 17.083 ft T fa k-ft ksi -.231 at 17.083 ft 0 at 20.5 ft Dy in -1.023 at 10.25 ft 2.646 at 0 ft Vy C` k -2.646 at 20.5 ft 6.869 at 0 ft k- IAz � ft -6.724 at 10.25 ft 14.461 at 0 ft fc ksi .254 at 17.51 ft Dz My — -- in k-ft -.254 at 17.51 ft ft ksi 4p -14.461 at 0 ft A/SC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.382 Max Shear Check 0.046 (y) Location 0 ft Location 20.5 ft Equation HI-1b Max Defl Ratio L/240 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y-y z-z Fy 46 ksi Lb 20.5 ft 20.5 ft Pnc/om 6.88 k KL/r 323.154 130.062 Pnt/om 131.665 k Mny/om 7.942 k-ft L Comp Flange 20.5 ft Mnz/om 18.203 k-ft L-torque 20.5 ft Vny/om 57.137 k Tau b 1 Vnz/om 10.994 k Tn/om 8.743 k-ft Cb 1.343 Member: M3 Shape: HSS6x2x6 .19 at 4.25 ft Material: A500 Gr.B Rect Length: 8.5 ft I Joint: N2 J Joint: N4 LC 1: Water Pressure D Code Check: 0.387 (bending) y Report Based On 97 Sections 0 at 0 ft A k 1.126 at 0 ft y V � -2.665 at 0 ft -1.126 at 8.5 ft 6.869 at 0 ft T k-ft Mz 4.46 at 4.25 ft 14.461 at 0 ft fa ksi -.558 at 0 ft fc - — — 9.39 at 4.25 ft RISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.387 Max Shear Check 0.020 (y) Location 0 ft Location 0 ft Equation HI-1b Max Defl Ratio L1535 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y-y z-z Fy 46 ksi Lb 8.5 ft 8.5 ft Pnc/om 40.018 k KL/r 133.991 53.928 Pnt/om 131.665 k Mny/om 7.942 k-ft L Comp Flange 8.5 ft Mnz/om 18.203 k-ft L-torque 8.5 ft Vny/om 57.137 k Tau _b 1 Vnz/om 10.994 k Tn/om 8.743 k-ft Cb 1.313 Member: M4 Shape: HSS6x2x6 Material: A500 Gr.B Rect Length: 20.5 ft I Joint: N4 J Joint: N3 LC 1: Water Pressure Code Check: 0.382 (bending) Report Based On 97 Sections A - --� k -1.105 at 17.083 ft T k-ft fa ksi -.231 at 17.083 ft Oat Oft Dy - in -1.023 at 10.25 ft 2.646 at 0 ft Vy — k -2.646 at 20.5 ft 6.869 at 20.5 ft Mz k-ft -6.724 at 10.25 ft 14.461 at 20.5 ft fc ksi .254 at 17.51 ft Dz — - Vz My — in k - - k-ft -.254 at 17.51 ft ft - - ksi y � -14.461 at 20.5 ft RISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.382 Max Shear Check 0.046 (y) Location 20.5 ft Location 20.5 ft Equation HI-1b Max Defl Ratio L/240 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender y-y z-z Fy 46 ksi Lb 20.5 ft 20.5 ft Pnc/om 6.88 k KL/r 323.154 130.062 Pnt/om 131.665 k Mny/om 7.942 k-ft L Comp Flange 20.5 ft Mnz/om 18.203 k-ft L-torque 20.5 ft Vny/om 57.137 k Tau -b 1 Vnz/om 10.994 k Tn/om 8.743 k-ft C b 1.343 Adificalcase engineering kdifica Case Engineering T 636 3491600 796 Merus Court F 636 3491730 St. Louis, MO 63026 aedificacase.com Client Project 156P+' a ia* - All p-►1r Made by __ 0 IL Checked by 5'W Page — of� Date — Preliminary Final m 3(01 .L / r r-,r� 02 3 -2 3 I'VI i i C), 123 (7? 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