200 W MARINE VIEW DR ON TRAC LOGISTICS 2025-09-16

\(t SHUTLER CONSULTING ENGINEERS, INC. Job Name : Baywood Industrial Structural Engineers Job No. : 20-33 12503 Bel-Red Road, Suite 100 Engr: : CT Bellevue, washington 98005 Date: : 10-20-2020 ( (425) 450-4075 Sheet No.: ***** TILT UP WALL DESIGN ***** (Considering P-Delta effects per Section 11.8 of ACI 318-14) Tilt- wall design program, Version 1.0, latest revision 1-8-2018 Description: Panel 6 - 32" leg Page 1 ***** ALLOWABLE STRESSES AND DESIGN CRITERIA ***** f'c of concrete = 5,000.00 psi. Fy of steel = 60,000.00 psi. Basic wind speed ---> 110 MPH Zone of building (zone 4=typ. wall, zone 5=corner.---> 4 Wind exposure category ( B, C or D ) ---> C Lamda based on a mean roof height = 35.00 feet Net design wind pressure based on a calc. trib area = 337.26 sq ft. Est, Wind topographic factor = 1.00 Wind load ( p = Lamda * Iw * P net 30 ) = 29.58 psf. (p = 1.45 * 1.00 * 20.40) Seismic importance factor = 1.00 Site class {A, B, C, D, or E) ---> D Seismic load, Fp = .4 * Sds * Ip * Wp, 0.1 Wp (min) = 38.67 psf. Fa = 1.00, Ss = 1.25, Sms = 1.25, Sds = 0.84 Ev = 0.2 * Sds * Ip * D = 0.17 D Maximum allowed overstress = 0.00 % Wall thickness for weight calculations = 9.25 inches Wall thickness for design calculations = 8.50 inches Parapet height, height of wall above roof. = 3.50 feet Design height, distance between floor and roof. = 34.00 feet Fixity coefficient = 0.85 Tributary width for design loads = 11.67 feet Uniform dead load on design section = 315.00 # / ft. Uniform live load on design section = 525.00 * / ft. Concentrated dead load on design section = 0.00 lbs. Concentrated live load on design section = 0.00 lbs. Additional wt. applied to wall. ( ie. Stucco. ) = 0.00 psf. Eccentricity, dist from center of wall to load = 8.13 inches Depth to centroid of steel = 7.00 inches Weight of wall = 115.63 psf. Weight of wall on design section = 24,220.72 # / ft. Total design load on design section = 34,023.52 # / ft. Steel ratio ( As / ( b * d )) = 0.0096 Modulus of rupture (7.5 * {f'c^.5)) = 530.33 psi. Modulus of elasticity { Concrete ) = 4,030.51 ksi. n = Es / Ec = 7.20 Cracking Moment = 204.35 in.-k Delta Cracked = 0.39 in. *************** DESIGN SUMMARY *************** Ultimate load capacity has been met for all load cases, ( Mu < Phi * Mn ) . Service load deflection is less than design ht./150 = 2.31 in. for all cases. Wall is tension controled for all load cases, minimum steel strain is 0.01264 Maximum axial stress ( 159.11 psi. ) is less than .06 * f'c = 300.00 psi. Phi Mn is greater than M cracked for all cases.