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Hilti PROEMS Engineering 3.0.78 <br /> www.h0ti.com <br /> Company: Engineers Northwest page. --Address: 9725 3rd Ave NE STE#207 2 <br /> Specifier: <br /> Phone t Fax: [ E-Mail: <br /> Design: Concrete-Apr 1,2022(9) Date: 5r1l2022 <br /> Fastening point: <br /> _.._.._...__. ._._..____..._..._..__._.._.._._.._..._.._.___._._._._.._.._...__...................._._._.._....... <br /> 1.1 Design results <br /> Case Description Forces flb]i Moments[in.lb] Seismic Max.Util.Anchor j%] <br /> 1 Combination 1 N=50,500:V,,=9.500;Vy=0: yes 100 <br /> M,=0:My=28,500;W=0: <br /> 2 Load case/Resulting anchor forces <br /> Anchor reactions[lb] <br /> Tension force:(+Tension,-Compression) 6 <br /> Anchor Tension force Shear force Shear force x Shear force y 4 4. C <br /> _—_.__._._._..._._._.-._.._._._._._._._._._ ---........__________._..._.._..___.._........__..__.._._..v <br /> 1 8.484 1.583 1.583 0 <br /> 2 8,417 1.583 1.583 0 <br /> 3 8,349 1,583 1.583 0 ~Tension <br /> 4 8.484 1.683 1.583 0 <br /> 5 8.417 1,583 1.583 0 C 1 0.2. 1-3 <br /> 6 8.349 1.583 1.583 0 <br /> max.concrete compressive strain: -IN <br /> max.concrete compressive stress: [psi] <br /> resulting tension force in(x!y)=(-0.064l0.000): 50,500[141 <br /> resulting compression force in(x!y)=(0.000l0.000):0[lb] <br /> Anchor forces are calculated based on the assumption of a rigid anchor plate. <br /> 3 Tension load <br /> Load Ne,Db] Capacity 4 K,[lb) Utilization PN=N,,J! Nn Status <br /> _ - _...... .. <br /> Steel Strength' 8,484 21.547 4D. QK._..-_. _.-... <br /> Pullout Strength' 8,484 14.836 58 OK <br /> Concrete Breakout Failure" 50.500 50.804 100 OK <br /> Concrete Side-Face Blowout,direction' NIA NIA N!A NIA <br /> 'highest loaded anchor —anchor group(anchors in tension) <br /> Gnpur daa and msOs must be che&,ed for Conformity wRh the ewstnq O ndrisom and for pjaustb.kap — <br /> PRrFfS Engmeenng t c)2003-2022 Hdw AG,rL-9404$chaon Hdti r<a registered Trademart:o'Hipi AG.Schaan <br /> 2 <br />