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HomeMy WebLinkAboutX2016-4132 - CalcsAnchor DesignerTM Software Version 2.5.6464.27 Company Date: 14118,2018 Engineer: Page. 475 Project Address' Phone: E-mail. 8. Steel renglh o1 An�pr in Sftear S, 17 ,1) Vn., (Ib) d„ •ac, -,OV,, (Ib) 7865 LO 0.65 0.68 3476 9. Concrete Breakout StreOg�h of Anc tot)n_�ear Sec,_1,7�$.2) Shear perpendicular to edge In x -direction: Vo-.=M4117(t,/d,)R Nd.!„Lfkc„"; 9E.or c,01 (Eq. 17.5.22a 8 Eq. 17, 5.2.2b) 1. lin) d, (In) 7., r. (psi) a: (in) Vt. (Ih) 5.00 0.625 1,00 2500 16.00 26841 el/- -n (A.,/An ) v'n.;V, (Sec. 17.31 8 Eq. 17.5.2.1a) 8 Eq. Av, (in') Av:, ((in'z) vh,v 'e -. Ya a V,. Ob) d ¢V-;. (Ib) 360.00 1152.00 (L722 1.000 1.000 26841 0.70 4239 Shear parallel to edge in x -direction: K.=ntinl7(1_/d,)e'Y'do-)„,vVc,o' ;99 of.0+,"''i(Eq: 17.5.2.2a 8 Eq. 17.5.2.2b) 1, (in) d.(in)r„ Design Strength, oV, (Ib) (psi) c.» in) Vey (Ib) 5.00 0.625 1,00 2500 1.75 971 oV,,,,=o (20,,. IAo,�)'lt.,.:'Y-.,T,.,V,, 4239 (Sea 17.3.1, 17.5.2,1(c) 8 Eq. 17.5,2.1a) Ar, (in=) A:,; (in-) 'G,.:, '6.-. Tv VP, ON .,e oV-•„ (Ib) 13.78 13.78 1.000 1.000 1,000 -971 0.70 1359 10_CgncreLe Pyr tout Stre(lgth o_f Anchor in 511eA,r.,(Sec _17 5,3) Ov.;=nmin(k.nN, k,..N:ni=u+minik (A, dA,, k, (AC, lA )! cr,IV,1'„„NpJ(Sec. 17,3Aa Eq. 17.5.3.1 at Ire;, A;;, M') A,,, (in') A,;,„ 'I" e, N„ (Ib) N„ (Ib) 2.0 157.65 258.98 0.765 1.000 17629 8212 A;., (W) Av- (in") P,Ne (1b) Nn (16) h ,4V.,(Ib) 540.00 1296A0 0.729 1.000 1.000 35334 10735 0.70 11497' 11 Results Lteractiti ot.Tensile,and She rFQrces_(Soc 17.6.) Tension Factored Load. N,„ (Ib) Design Strength. oN, (Ib) Ratio Concrete breakout 2825 Adhesive 2825 5233 4004 0.54 0.71 Status Pass _� Pass Pass (Governs) Shear Faclnred I.nad. V,. (Ib) Design Strength, oV, (Ib) Ratio Status Steel -- -- 1 -. T. 3476 0.00 Pass _r T Concrete breakout x+ 1 4239 0.00 Pass (Governs( i( Concrete breakout y+ 1 1359 0.00 Pass (Governs) Pryout 1 11497 0.00 Pass Input dma and resuhs must be Checked for ag,eam,enl with the existing circumstanres, iho Vandxds a„d p sol t'les:nusf be chBckad for plaus;hhly. 59b54V. l.as Posdas 9ovlevatd Pleasantan, GA v4+6b. t'none. 4'iS.50W 3UD- t- -1r, 925.M i,id71 V.VNI 5treng0o.com r' Anchor Designer TIM Software c! Version 2,5.6464:27 F-,3 Company: Date 411812018 _ _ _ _ Engineer, Page: 515 _ Project: Address: _ Phone. E-mail, Interaction Check NAIM 1/1-/r1V., Combined Ratio Permissible Status Sec, 17.6..1 0.71 0.00 70.6% 1,0 Pass SET -XP w/ 518"0 F1554 Gr. 36 with hef =12.000 inch meets the selected design criteria. ACI3Z8�Seo[1on 17,2 $alfij t jLCalculations for 0uciililmeq4remeutisw-tenni n loa Steel Factored Load, % (Ib) 1.2 x Nominal Strengih, N„ (11i) Ratio Steel 2825 1732 18,0% Concrete Nominal Strength, N,, (Ib) Nominal Strength, N„ (lb) Ratio Concrete breakout 2825 10736 26.3% Adhesive 2825 8212 34.4% Governs ACI 318-14 Seclion 17.2,34.3(a) Of & (it) is not satisfied since steel ratio does not govern. 12. Warnings - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension- adhesive strength In tension and concrete pryoul strength in shear for SET -XP adhesive anchor is !united to 2,500 psi per ICC -ES ESR -2508 Section 5.3. - Per designer input, ductility ieguirernents for shear have been determined to be satisfied - designer to verity. - Designer must exercise own judgement to determine if this design is suitable, - Refer to manufacturers product literature for hole cleaning and installation instructions. Input data and resuilS must be checked to, igreewent with the eaistrg om,;unglances, the 5fandnrda and nuidef nes must be cbrmked far rhauslbiidy_ .. ..a N L<,Dw ldSvuolavaid he..aniorvCA15'85i`io it 921540,3006 Fa< 92.'6.7.35 1 wvrxeltnOyVe...6nr Lateral Analysis Right Engineering 26040 Acero, Suite 900 Mission Viejo, CA. 92691 S.W. 9 LEVEL SECTIONS LEVEL TRIBUTARY LENGTH WIND FLRTRIB.WALLTRIE SEISMIC TOTALDL Multiplier SECTION-11.2ND I+ 28 2289 ❑ 2549 Q 1.0 NONE N/A 41962 0 ❑. g ❑ 0.0 NONE N/A. 0.0 0 ❑ Q ❑ 0 S.W:2� too.00% 0.0 1345 0.0 1883 0.0 1.00 S.W.3 50.00% 0 581 ❑ 813 0.0 0.0 NONE 0.0 0 0 0 0 N/A NONE Framing holdjL TOTAL 4215 LB 5245 LB 5245 V = LOAD / PANELS LENGTH = 5245 / 10.5 = 500 PLF A Sheet: L— ick Job No.: Client: Plan No.: Date: PANELS LENGTH HEIGHT RFTRIa. FLRTRIB.WALLTRIE TOTALDL O.T.M R.M. UPLIFT FORCE HOLDOWN PANEL -1 10.5 8.0 1.3 1.0 15.0 318 41962 17510 3726 (3)CS16 NONE q 0.0 0.0 0.0 0.0 0.0 0 0 0 0 N/A NONE 0.0 0.0 0.0 0.0 0.0 0 0 0 0 N/A NONE 0.0 0.0 0.0 0.0 0.0 0 0 0 0 N/A NONE 0.0 0.0 OA 1 0,0 0.0 0 0 0 0 N/A TOTAL 10:5 O_T.M. = v x LENGTH OF PANEL x HEIGHT OF PANEL FACTOR: WIND= 0.670 R.M =FACTOR x TOTAL LD x LENGTH A 2/2 SEISMIC= 0.162 FACTOR USED = 0.162 STRAP AROUND WINDOW: WALL LENGTH = 0.0 FT L O.T.M.= 0 FT -LB R.M. = 0 FT -LB F = 0 LB N/A H FII FII 16-040-100 Roger Residence.xlsx COPY RIGHT 2013