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Report - /(,,e--,- ) st" evlk AgHT STRUCTURAL ENGINEERS 1640 NW Johnson Street Portland,OR 97209 Tel 503 243 6682 Fax 503.243 6622 www abht-structurel corn May 25, 2016 JUL 1 4 2016 cin-y Cy- 1 :',`1: Jean von Bargen Root E.41.11",,,D !;•12.1 '.i.2.;:ll,t Vi''''.;C:'",%.: MWA Architects 70 NW Couch St #401 Portland, OR 97209 RE: CWS Durham Phase 2 Task 08 Dear Jean, Attached are structural calculation sheets 1 through 33 dated May 25, 2016, which verify the structural adequacy of the existing second floor slab opening infills for the CWS Durham Incinerator Building at 16580 SW 851h Ave. in Tigard, OR. The design was based on the 2014 Oregon Structural Specialty Code. .. Please call us if you have any questions. Sincerely, / -- ,-----"-- i ----- Andrew Kelley, EIT il ur If ii Design Engineerpfloit;4r p 'k\S• i N ue z \•1 6 4'4' 42,, Attachments: Structural calculation sheets 1 33. ea 44, 4...., 'P -....5. -- —----1. .f...— .---- - [kAprojects\2015\11315.02\calcletter 05-24-16 .doc] e. , • 1 8,.\ 0,0 'OA/ .............."/ !EXPIRES: /2 .?/ II; 1 . . .. A ` 1 | - - - - -- - ' - ' ^ p�°* (Ids '� .� 08, / Job No - - -- --- —1 A B H T ' Designed byto fr. Date 0 c/ii?7,...,014 Page of STRUCTURAL ENGINEERS I Shea'descriptor] (^ � [ - - - - ' ~~ I,f, �r'~' 7 ' ! ) ' . A ( ^� _, Li 11;1.56 k,:?''''774:: :;11-.1-314'51114:5;Ili; ; / | ccAlco ' 11111111.11111 i Inillellif [s„ FIA-1 /tr. F. J f,, .., 10 IA ^ ! / ^ i_ | ---- T---------� -----'-i _ �_. | . . '� � ` Company : May 24, 2016 Designer ` 11:24 AM I��@��8��*�0�� uo�odo|mvmoemome � ohecxeugy� - (Global) Model Settings Sections- Display forK4emberCa|oo |5 | I ,Max Internal Sections for Member Calcs 97 clude Shear Deformation? Yes [Increase Nailing Capacity for Wind? Yes Merge Tolerance (in) 12 � P-Delta Analysis Tolerance 0.5096 Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ftlsecA2) 32.2 'Wall Mesh Size (in) 12 lEigensolution Convergence Tol. (1.E-) 4 Oynomic Solver Accelerated Solver 1 Hot Rolled Steel Code AISC 14th(360-10):ASD• Adjust Stiffness? Yes Iterative Cold Formed Steel Code AISI S100-12: ASD Wood Code AWC NDS-12:ASD Wood Temperature < 100F !Concrete — — (�oda ACI 318-11 Masonry Code ACI 530-13:ASD Aluminum Code A\ADK41-1O:ASD-Building Number of Shear Regions 4 Region Spacing Increment(in) 4 Concrete Stress Block Rectangular | - Use Cracked Sections? Yes Bad Frai Warnings? No Unused Force Warnings? Yes ------- -- '--- - Min 1 Bar Diem. Spacing? No �'�� --- — ------ |CononateReberGed REBAR SET A8T0|A816-- ------ iMin 96Steel for Column 1 -- ----- :Max Y6Steelfor Column Hot Rolled Stee/Pro*erties Label Joint Coordinates and Temperatures Label XRI Y ygTemp[F] ' ! 1 NiN1 0 Oi 0 2 N2 2.83 O 0 3 N3 . 5.65 _ 0 | 0 ' | 4 | N4 8.48 0 | 0 | FHSA-2OVersion 1S.O.O [K\P O15\11315.O2\CALCG\Andrew\Taak8- Go|ids |n5|KP|ete.r2dl Page 1 3 Company : May 24, 20'16 Designer 11:24 AM IIIIRISA Job eN l Number .:, Checked By: Joint Boundary Conditions Joint Label X[kiln] Y[k/in] Rotationjk-ft/rad] Footing 1; 1 i NiN1 Reaction Reaction 2 I N2 Reaction 3 1 N3 Reaction 4 : N4 Reaction Member Primary Data Label I Joint J Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 Ni N4 RE0.375X12 Beam J None I gen_Steel Typical Hot Rolled Steel Design Parameters Label Shape en.th ft Lb-ou ft L.-in ft Lcom.to.ft corne bot ft L-tor.u... K-out -in Cb Function No Data to Print . Member Point Loads Member Label •irection M.,•nitude[k,k-ft]_ Locate n[ft,%] No Data to Print ... Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude INft,_9__End Magnitude[k/fLF] Start Location[ft,%] End Location'ft,%]___. 1 [ M1 Y Pi -.014 -.014 I 0 0 Member Distributed Loads (BLC 2 : LL) kelember Label Direction _ Start Magnitude[laLF] End Magnjtude[k/ft,F] Start Locat'on[ft,%] _End Location[ILN___ . 1 I M1 Y i 1 -.15 -.15 7 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point , D:stributed 1 , DL. None 1 H . LL None i . 1 Load Combinations Description Sol PDeltaSR.13LCFact. BLC Fact..BLC Fact..BLC Fact..BLC Fact BLC Fact..BLC Fact BLC Fact.BLC Fact..BLC Fact. . 1 1 i DL Yes' 1 1 1 r , 2 1 LL Yes i 2 Inn 11.1 _ , 1 1 3 I DL + LL iYes 11 _1 1 i 2 1 111 I L_ Joint Reactions LC Joint Label X[k] Y[k] MZ[K-ft] 1 3 ' Ni 0 .186 0 r 2 ; 3 N2 0 .51 , 0 33 N3 0 .51 0 4 1i 3 N4 0 .186 0 j 5 I 3 , Totals: 0 1.391 6 1 3 I COG (ft): X: 4.24 Y: 0 RISA-2D Version 15.0.0 [KAProjects12015111315.021CALCSIAndrew\Task 8 - Solids Infill\Plate.r2d] Page 2 4 Company : May 24,2016 Designer : 11:24 AM IiIRISA ,,,v:d Ne i uNmabme re Checked By: Joint Deflections LC Joint Label X{in] Y Lin] Rotation[rad] 1 3 1 Ni 0 1 0 -8.770-3 ---; 2 ' 3 N2 0 0 2.953e-3 i 3 3 ' N3 0 0 -2,953e-3 4 3 , N4 0 0 8.770-3 Member Section Forces LC Member Label Sec Axial[kj Shear[k] Moment[k-ft] 1 ! 3 ' M1 1 0 .186 0 2 2 0 -.162 , -.025 1 3 1 3 0 0 -.032 . 11 : 4 i 4 0 .162 -.025 1 5 i 5 0 -.186 1 0 Member Section Stresses LC Member Label Sec Axialficsil Shear[ksi] Top Bendincilksij Bot Bending[ksi] M1 1 0 .062 0 0 2 , 2 0 -.054 1,081 -1.081 3 I 3 0 0 1.37 -1.37 4 4 0 .054 1.081 -1.081 5 5 0 -.062 I 0 0 Member Section Deflections LC Member Label Sec x[in] Ylkill , (rt).Lly Ratio - Ii 3 • M1___ 1 0 0 NC 2 ; 2 0 -.046 2228/6 ' 3 1 d 3 0 -.006 NC 4 1 4 0 -.046 2228.76 j 5 1, 5 0 0 , , NC Member AISC Uth(360-10):ASD Steel Code Checks LC Member Shape liC Max Lociftj Shear liC Loctftl Pnciom[kl Pntiom[k] Mn/om[K:11 Cb Eqn No Data to Print.,. RISA-2D Version 15.0.0 [K:\Projects\2015\11315.02\CALCS\Andrew\Task 8-Solids Infill\Plate.r2d] Page 3 . . 5 . Company . May 24,2016 :: 11:24 AM I 0�0�N��w��w� �«omumo*r 0bu�Namo � Ch°cxvoB��^ ~ (Globql) Model Settings - Display Sections for Member Calcs 5 | Max Internal Sections for Member Calcs 97 |Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.5096 Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) 12 Eiqensolution Convergence Tol. (1.E-) 4 Dynamic Solver Accelerated Solver Hot Rolled Steel Code A1SC 14th(300-10):A8O :Adjust Stiffness? Yes(Iterative) | Cold Formed SteeCode AISI S100-12: ASD Wood Code AWC NDS-12:ASD Wood Temperature < 1OOF _ | |Cmnonyhe <�oda ACI 318-11 Masonry Code |AC1530-13: ASD Aluminum Code �AAA[}yW1-1O:ASD Building__ Number of Shear Regions 4 Flegipn Spacing Increment (in) 4 Concrete Stress Block Rectangular ' Use Cracked 8enUona? Yes ,Bad Framing Warnings? No Unused Force Warnings? Yes ' NoConcrete Rebar Set _ ----�-- REBAR GET ASTMA615 Mm % Steel for Column 1 -Max % Steel��(�o|umn 8 ---- ---- -- - ---- Hot Rolled Steel Properties r 3 A992 29000 11154 .3 .65 49 50 I Joint Coordinates and Temperatures Label X[ft] YKg Tumc_j_El - 1 , N1 0 0 0 2 | N2 4.167 | 0 0 Joint Boundary Conditions Joint Labexikfin| Y{k/in] Rutadooik-ft/md] Footing 1 1 N1 1 Reaction Reaction l 2 | N2 ' Reaction | | � 6 Company : May 24, 2016 Designer 11:24 AM I IIIRISA Jobmod Ne l u Nr r al bme re Checked By: Member Primar Data Label I Joint J Joint Rotate(den) Section/Shape Ty.e Desi.n List Material Design apip : 1 Ml N1 ! N2 L3x3x6 Beam None A36 Gr.36 Typical 1 Hot Rolled Steel Design Parameters Label Sha.e Len.th ft Lb-out ft Lb-in ft Loom. to. ft Lcom borftl L-tor.u... K-out K-in Cb Function 1 , M1 L3x3x6 4.167 , Lb out 1 I ' Lateral; Member Point Loads Member Label Direction Magnitude[k,k-ft] Location f[i.%) No Data to Print ... : Member Distributed Loads (BLC '1 : DL) Member Label Direction Start Magnitude[kift,F] End Masnitudelc/ft F Start Location[ft,%] End Location[Mk] : 1 1 M1 Y i -,043 -.043 0 0 Member Distributed Loads (BLC 2 : LL) Member Label Direction Start Ma'nitude k/ft F End Ma nitude k/ft F Start Location ft% End Locat;on[ft,%: I 1 I M1 Y -.466 1 -.466 0 0 - Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 i DL None -1 i 1 2 1 LL None 1 Load Combinations Descriptio9 sal.P Delta SR_BLC Fact.BLC Fact.BLC Fact..BLC Fact..BLC Fact.BLC FactBLC Fact BLC Fact_BLC Fact_f3LC Fact,. I DL Yes-I Y 1 11 „ — i [ I - , , i 2 ' LL Yes i Y 2 1 I , 3 i DL + LL 1Yesi Y 1 1 1 2 1 I Joint Reactions LC Joint Label X[k] Y fk] MZ[k-ft] 1 J 3 i Ni 0 1.075 0 ... - , 2 3 N2 0 1.075 0 J 3 ' 3 i Totals: 0 2.151 4 1 3 r COG (ft): X: 2.083 Y: 0 Joint Deflections LC Joint Label X[in] Y[in) Rotation[rad] 1 1 3 ; Ni 0 0 i -5.519e-3 1 . 1 2 1 3 1 N2 0 0 1 5.519e-3 RISA-2D Version 15.0.0 [K:\Projects12015111315.021CALCS\Andrew\Task 8- Solids Infill\Angle.r2d] Page 2 7 Company : May 24,2016 Imi .i, Designer : 11:24 AM IIRISA ,Job eNumber Checked By: . Member Section Forces LC Member Label Sec Axial[k] Shear[kl Mernent[k-fit7 1-71-1 3 M1 1 0 IJ 1.075 0 F27 2 0 .538 -.84 3 ! 3 0 0 . -1.12 ! 4 4 0 -.538 -.84 5 1 5 0 -1.075 ' 0 Member Section Stresses LC Member Label Sec Axial{ksij Shear[ksi] Top Bendingiksil Bet Bending IMI__ 1 3 M1 1 0 1.147 0 I 0 2 ' 2 0 .574 12.192 -5.093 i 3 ; 3 0 0 16.256 : -6.791 i , 4 1 4 0 -.574 12.192 ' -5.093 5 ; 5 0 -1.147 , 0 0 Member Section Deflections LC Member Label Sec x(in] y[in] _ (n)L/y Ratio 1 : 3 - M1 1 0 1 0 NC 2 i 2 0 1 -.061 813.708 3 1 3 0 1 - 086 579.767 4 1 4 0 -.061 813.708 5 1 5 0 0 NC Member AISC 14th(360-10):ASD Steel Code Checks LC Member Shape UC_Max Loc[ftl Shear IJC Loc{ft) Pnc/om[k] Prit/orrAk] Mn/om[k-fti CO Eqn , 1 3 M1 T L3x3x6 1 .503 a083 .074 0 I 38.81 45.485 L 2.229 ,1.136 H2-1 j • RISA-2D Version 15.0.0 [K:\Projects\2015\11315.02\CALCS\Andrew\Task 8-Solids InfilllAngle.r2d1 Page 3 - — 8 Project Job Na. GWS 1-0'k08 — �__ 1131-57°2 ClientM`Aj,t Location A B 1-1 T j Designed by A3 lc Date 0 c Page of o jc-�6 = STRUCTURAL ENGINEERS Sheet description c Y/ sous _Inc"( �.7 .._-- -- --. .. .._ .. __ I i E i i Le(i3,,r' ,lies r z � 1._ MAX. pp1 r = t d (� 842}ft 1 f05 V ; ri.L r I 1700,1 r(',V/t)f�. 2 5'5 I s C I i 1 c_. ! .n iT . 1Le- u (S'5 _ — ,1 ` ;h 1 ,6t36.k3Ci2,:,) ' 1 t LV 4 tec1 r dr„J 1 j AnJ ur L>d14 ; � � s 1,2 (4 ji f 1 27 •. 1 7 1.133 0,5 I Tv Z 14"7 sin f.q') i (4e-74" _Ilia'7 kN z.w j '1/.1" C.,../c..., ,...,-,1k.,/ CS, , tgD... I it PA-- l'64 /A ? iIi PL,-_5 ZI /�___._._ :._.._ Vo, v z 1)4,61) f 1,6 Ccf7( iii) .1677 J6 i , { ' crtic. 1?J cleplo. fQLc.{hcn 1,,nis I. t ' j 1 1 i 1 i e , 9 6041/644.1. www.hilti.us Profis Anchor 2.6.5 Company: Page: 1 Specifier: Project: Plate Option TYP Address: Sub-Project I Pos.No.: Phone I Fax: Date: 5/24/2016 E-Mail: Specifier's comments: I Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) Effective embedment depth: hbj=1.860 in..h „„=2,500 in. MaterIal: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 12/1/2015 I 12/1/2017 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.375 in. Anchor plate: l x l x t 3.000 in.x 18.000 in.x 0,375 in.;(Recommended plate thickness:not caculated Profile: no profile Base material: cracked concrete,3000,f 3000 psi;h=100.000 in. Reinforcement: tension:condition B,shear:condition B:no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry[in.]8,Loading[lb,in.lb] z w (du 9 9 „4„,te,,s4,A,04.tv* wet% -t• \s--• itilft4;Vtg4:P;:;linvii:42E-V;t4:14A:.7,1 sef , Input data and results must ha checked for agreement with the existing conditIces and for plausibility! PROFIS Anchor c)2003-2009 HMI AO,FL 9494 Schoen H9ti is a registered Trademark of Hitt;AG,Schoen 10 . . 11.111111arill www.hifti.us Profis Anchor 2.6.5 Company: Page: 2 Specifer: Project: Plate Opt on TYP Adaress: Sub-Project I Pas Phone I Fax: I Date: 5/24/2016 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions jib] Tension force:(-i-Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 335 433 433 0 max.concrete compress vs strain: - — max.concrete compressive stress: -Epsi] Tension resulting tension force in(x/y)=(0.000/0.000): 335[lb] res.ilting compression force in(x/y).(0,000/0.000):0[IP] 3 Tension load Load Ns.[lb] Capacity 04[Ib] Utilization AN=N14,N, Status Steel Strengtn* 335 6718 5 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 335 1410 24 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Ns„, =ESR value refer to ICC-ES ESR-3027 Nss N. ACI 318-08 Eq.(D-1) Variables Am [111.2] furs[psi] C.00 120300 Calculations Nm 1:0] 10335 Results N„[lo] 0:„.tee, 10335 0.650 6718 335 Input dem end remits must be checked for agreement with the existing conditions and for plausibility! PROF'S Anchor( )2003-2009 Hilt AG,FL-5494 Schoen Hilt Is a registered Trademark of Hilti AG,Schuss 11 Iii 1. ..116 1nril . . . www.hilti.us Profis Anchor 2.6.5 Company: Page: 3 Specifier: Project: Plate Gabor,TYP Adaress: Sub-Project I Pos.No.: Phone I Fax: l Date: 5/24/206 E-Mail: 3.2 Concrete Breakout Strength A,,j Nct) = (TNT:)tiipliN 141b,N 14/bp,N Nb ACI 318-08 Eq.(D-4) Neo a Neo ACI 318-08 Eq.(D-1) ANC see ACI 318-08, Part D.5,2.1,Fig,RD.5 2.1(b) ANbb =9 hit ACI 318-08 Eq.(D-6) ( 1 4. heN s 1.0 ACI 318-08 Eq.(D-9) 3 !Jed N =0.7+0.3( ;;:f)5.1.0 ACI 318-08 Eq.(D-11) =MAX( L1" fahef)5 1.0 ACI 318-08 Eq.(D-13) N, ,,-K A.-Nric h,,f6 ACI 318-08 Eq.(0-7) Variables he Dn.] ecl,i4[in.] eem[in.] c,iiii[ift] Ilic,II 1.860 0.000 0.000 2.500 1.000 coe pr.] k, x C[Psi] 2.920 17 1 3000 Calculations A. [in.2] A0[in. yout,N Vec2,N 4fad,b1 Ycb,N Nb[b] 29.52 31. 4 1.000 1.000 0.969 1.000 2362 Results Nee[Ib] rtborcre te Ict N„[Ib] N„[lb] 2169 0.650 1410 335 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROif,S Anchor(c)2003-2039 Hilt!AG,FL-9494 Schoen Hilti me registered Trademark of Hilt!AG,Spheral 12 . 111411167111111 . . . . . . www.hilti.us Profis Anchor 2.6.5 Company: Page: 4 Speciferi Project: Plate Option TP Address: Sub-Project Pos. No.: Phone I Fax: l Date: 5/24/2016 E-Mail: 4 Shear load Load V„,[lb] Capacity 4)Vn[lb] Utilization pv=Vuni+Vn Status Steel Strength* 433 3111 14 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 433 1519 29 OK Concrete edge failure in direction x-F** 433 '1482 30 OK 'anonor having the highest loading "'anchor group(relevant anchors) 4,1 Steel Strength Vaa =ESR value refer to ICC-ES ESR-3027 o\laser V,a ACI 318-08 Eq.(0-2) Variables Ase,v Ein.2i feta[psi] 0.09 120300 Calculations V te[lb] 5185 Results V,a OP] (i)steel 4,Vse[lb] Vue[lb) 5185 0.600 3111 433 4.2 Pryout Strength ,N c,1,1 klicr,,NI V, =k„{(-A---=)wixi1 Nb] ACI 318-08 Eq.(D-30) 0 V„ai V„, ACI 318-08 Eq.(D-2) AN, see ACI 318-38,Part 115.2.1,Fig.RD.5.2.1(b) ANco =91-4 ACI 318-08 Eq.(D-6) - 1 liroc.N = .1 4... e 1,0 AC!318-08 Eq.(0-9) kveo,=0.7+0.3 ( )5 1.0 ACI 318-08 Eq.(0-11) =MAX( r , 1"5h1<1,0 ACI 318-08 Eq.(D-13) ,-ar Cac Nt., --.•K.? Vf,h'e,5 ACI 318.88 Eq.(D-7) Variables k„ hel[In.] eclN[in] et,2,N ilnil 0,,,rnir,[in.] 1 1.860 0.000 0.000 2.500 \Jc,N cac[Ilit] k, 'A ([Psi] 1.000 2.920 17 1 3000 Calculations AN,;i0.2) AN,0 un.21 . 1 Va01,1,1 y ec.2,N Ilred,N 41cp,I4 N.[lb] 29.52 31.14 1.000 1.000 0.969 1.000 2362 Results ' V„[lb] (1)concrete 41 V„[lb] Vua(Ib] 2169 0.700 1519 433 ,nput date and results must be checked for agreement with the existing conditions and for plausibility! PROFS Archer(a)2003-2009 Hilt,AG,FL-9494 achaan HIS ice registered Trademark of Hilti AG,Schoen 13 11.111111iiiMI''' www.hilti.us Profis Anchor 2.6.5 Company: Page: 5 Specifier: Project: Plate Option T"P Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 5/24/2016 E-Mail: 4.3 Concrete edge failure in direction x+ Av Voi) = (TT)Ved,',1 wey Vh.V Yparaller,/Vb ACI 318-08 Eq.(D-21) i 1)V„a V„ ACI 318-08 Eq.(D-2) Avc see AC!318-08, Part D.6.2.1,Fig.RD.6.2.1(b) Avcc. =4.5 cii ACI 318-08 Eq.(D-23) 1 kliet:.V = 1 + 2e", 1.0 ACI 318-08 Eq.(D-26) 3c1 Was =0.7+0.3( 4 _)5 1.0 ACI 318-08 Eq.(D-28) , ...7-; I =N:'haal a.1.0 AC!318-08 Eq.(D-29) Vb =(7(ci )°'2 NCT)2,'Nfr,Cg ACI 318-08 Eq.(D-24) Variables cal fin.] ;2[in.] ecv[in.] ilic,v h,[in.] 3.500 9.000 0.000 1.000 100.000 I,[in.] ),, da[in.] ([psi] xliperallel,V 1.850 1.000 0.375 3000 1.000 Calculations A,,5 fin.2] AVc0fin.21 tit6c,V kliecl,V Wh.V Vb[lb] 55.13 55.13 1.000 1.000 1.000 2118 Results V55[lbl (1)concr6te 4,1/55(Ib] V„[lb] 21'8 0.700 1482 433 5 Combined tension and shear loads li N pv (..L Utilization fiNN[k] Status 0.238 — 0.292 5/3 22 OK PNV=A' <=1 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Cond don A applies when supplementary reinforcement is used.The(I)factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input cats and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor l c)2003-2009 Hilti AG,FL-9494 Schaan Hilt'Is a registered Trademark of Hilti AG,Schaan 14 0111. www.hilti,us Profis Anchor 2.6.5 Company: Page: Specifer Project: Plate Option-IYP Address: Sub-Project I Pas,No.: Phone I Fax: I Date: 5/2412016 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ)3/8(2 1/2) Profile:no prate Installation torque:480.001 in.lb Hoe d.ameter in the fxture:cif=0.500 in. Hole diameter in the base material:0.375 in. Plate thickness(input):0.375 in. Hole depth in the base mater al:2.750 in. Recommended plate thickness:not calculated Minimum thickness of the base material:4.000 in. Drilling method:Hammer drilled C eaning:Manual cleaning of the drilled hole according to instructions for use is required. 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Proper y sized drill bit y 1.500 1.500 o 0 0 0 0 0 0 0 X 0 0 0 0 0 0 1.500 1.500 Coordinates Anchor in. Anchor x y c.. c+. c.y 1 0 000 0.000 2.500 3.500 9.000 9.000 Mout data and results must be checked for agreement with the existing conditions and for plausibility! PROM Anniior c)2003-2009 Hilt!AG,FL-9494 Schoen HU is a registered Trademark of Hilt!AG,Schaan 15 • -111111111111 ,111 www.hilti.us Profis Anchor 2.6.5 Company: Page: 7 • Specif;er: • Project: Plate Option TYP Address: Sub-Project I Pos.No.: Phone I Fax: Date: 5/24/2016 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on toe principles.formulas and security regulations in accordance with Hi tis technical directions and operating, mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially or tie data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance cf the data to be put in by you.Mcreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an sic to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the esu:s or su tability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange fo- the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilt on a regular oasis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as t"e recovery:"..f lost o• damaged data or programs, arising from a culpable breach of duty by you. Input data n-rd results must be checked for agreement with Ste existing conditions end for plausIbllIty! PROFIS Anchor c 2003-2309 HIS AG FL-9494 Schaan HI 1 is a mg dared Trademark of Hilli AG,Schaan 16 116111111.111r1 www.hilti.us Profis Anchor 2.6,5 1 - Company: Page: Specifier: Project: Plate Option Ang.e Address: Sub-Project I Pos, Phone I Fax: Date: 5/24/2016 1 E-Mail: Specifier's comments: I Input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)3/8(2 1/2) =1.860 in.,h„,=2.500 in. Effective embedment depth: Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 12/1/2015 1 12/1/2017 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.375 in. Anchor plate: lxx ly x t 3.000 in.x 18.000 in.x 0.375 in.,•(Recommended plate thickness:not calculated Profile: no profile Base material' cracked concrete,3000,f =3000 psi;h=100.000 in. Reirfcrcernent: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D, E,or F) no Geometry[in.]&Loading[lb,in.lbj z Ci:110 0 Y 0 6 j• \ , „ „(te,,,tw,te,evepft 4.itri .+4ift‘r" i "lot t' EF • \ \t• ...*VP ' "4:*.4.VOOV'''0•**f2.11%"*MM"..'YeWatt,. WiUtf,AWitift4ilik:5*41)4XWA.•0•4't'''' ' nyu' • , • data and results must be checked for agreement with theexisting axistingcotldilionTsraadnedmfaorkr schaan P.OFIS Anchor(C)2303-2009 Heti AG,F1-9494 Schoen is a registered of HIti AG, 17 111411LMII www.hilth us Profis Anchor 2.6.5 Company: Page: 2 Specifier: Project: Plate Opton Angle Address: Sub-Project E Pos.No.: Phone I Fax: I Date: 6/24/2016 E-Mail: . , 2 Load case/Resulting anchor forces Load case:Design loads I . Anchor reactions[lb] Tension force: (+Tension,-Compression) 2 Anchor Tension force Shear force Shear force x Shear force y 1 0 839 839 0 2 0 839 839 0 ....__I >x max.concrete compressive strain: -ME)] E max.concrete compressive stress: -[Psi] resulting tension force in(x/y)=(0.000/0,000): 0 Uhl c.1 resulting compression force in(x/y)=(0.000/0 000):0[Ib] 3 Tension load Load Nua[lb] Capacity+N5[lb] Utilization pi,=Nuti/Oln Status Steel Strength* N/A N/A N/A N/A Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A *anchor having the h.ghest loading **anchor group(anchors in tension) Input data and results!mist be checked for agreement with the existing conditions and for plausibility! PROFtS Anchor(c)2003,2009 Hilt AG,FL-9494 Schon Hi Ii is a registered Trademark of Hilt AG,Galleon 18 Iona. i 1.411 ' www.hilti.us Profis Anchor 2.6.5 Company: Page: 3 Specif er. Project: Plate Option Angle Aderess: Sub-Project I Pos, No.: Phone I Fax: I Date: 5/24/2016 E-Mail: 4 Shear load Load Vv.[1b1 Capacity,.V„[Ib] Utilization ;v,,,Vve/4V, Status Steel Strength* 839 3111 27 OK Steel failure(with lever arm)* N/A N/A N/A N/A PrycJt Strength** 1679 3037 . 56 OK Concrete edge failure in direction y-*" 1679 2218 76 OK alcor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength V. =ESR value refer to ICC-ES ESR-3027 ACI 318-08 Eq.(0-2) Variables Amy[in.2] futia[pal] 0.09 120300 Calculations 1/, [io] 5185 Results Vse:lb] 4stclat 4,V0,,[lb] V,j,„11b] 5185 0.600 3111 839 4.2 Pryout Strength =kg; 7ii'llFac1N 1,,Iod,N lic N Tcp,N Nil ACI 318-08 Eq.(D-31) ini‘.co d,1/00,; sviu ACI 318-08 Eq.(D-2) AN. see ACI 318-08, Part 0.5.2.1,Fig,RD.5.2.1(b) Awo ---•9 h,2,f ACI 318-08 Eq.(D-6) . 1 +2heN)s 1,0 ACI 318-08 Eq.(0-9) kjr,d j,1 =0.7+0.3(1%X)5 1.0 ACI 318-08 Eq.(0-11) Vtcp N =MAX(Cr",1 )S:1 0 ACI 318-08 Eq (0-13) N2 =K..),N/T,hY ACI 318-08 Eq.(D-7) Variables Ke ho[in.] eci u[in.] e02 N[in] c,,,,,, [Ini] 1 1.860 0.000 0.000 2.500 krfc N C„[in.] 1.000 2.920 17 1 3000 Calculations [in.2] AN,0[in.2] 11,reol,N 41,002,N- kifed,N Iv cp,N Nj,[lb) 59.04 31.c4 1.000 1.000 0.969 1.000 2362 Results ' V0pd[Ib] 4copc-ete 4 v„,,,obj \r [Ib] 4339 0.700 3037 1679 Input data and mocks mJst be checked far agreement with the existing conditions and for plausibility! PROFIS Anchor(o;2003-2009 Hatt AG,FL-9494 Schaan Hilt!is a registered Trademark of Ffilti AG,Selman 19 1111111111161111.111 ,. . www.hilaus Profis Anchor 2.6.5 Company: Page: 4 Specifier: Project: Plate Option Angle Adcress: Sub-Project I Pos.No.: Phone I Fax: Date: 5/24/2016 E-Mail: 4.3 Concrete edge failure in direction y- ft Vd,g yec,V Wed,V kpc,v Th,Vrprale&v Vb ACI 318-08 Eq.(D-22) +Veee Vua ACI 318-08 Eq.(0-2) Aye see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avo 4.5 oi ACI 318-08 Eq.(D-23) 1 we,,v = (1 + ) 1.0 ACI 318-08 Eq.(D-26) 3c • =0.7 0.3(i.c5ac2e _<1.0 ACI 318-08 Eq.(D-28) 11 5c 1.0 ACI 318-08 Eq.(D-29) • =(70.2 (-0 i )X VT,C1/5 da ACI 318-08 Eq.(D-24) Variables cal [in.] 0.2[in.] ee,/[in.] tvc,v N[in.] 6.000 2.500 0.000 1.000 100.000 le:in.] cl.[in.] fe[psi] Wparbble:,V 1.860 1.000 0.375 3000 2.000 Calculations Av.[in,2] A0[in.2] Wec,V Yedm Wh.V. Vb[131 54.00 162.00 1.000 1.000 1.000 4753 Results V„,:lb] 4concrete Veba[Ib] Vu„[lb] 3169 0.700 2218 1679 5 Warnings • Load re-distributIons on the anchois due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to oe sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with.the existing conditions and for plausibility! • Corditlon A anolles when supplementary reinforcement is used.The 1)factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturers product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PM:RS Anchor c>2003-2009 Hilti AG,FL-9494 Schoen HMI is a registered Trademark of Hilti AG,&bawl 20 • 1011111Lin www.hilti.us Profis Anchor 2.6.5 Company: Page: 5 Specifier: Project: Plate Option Angle Address: Sub-Project!Pos.No.: Phone I Fax: 1 Date: 5/24/2016 E-Mail: 6 installation data Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ)3/8(2 1/2) Profile:no profile Installation torque:480.001 in.lb Hole diameter in the fixture:df=0.500 in. Hale diameter in the base material:0.375 in. Plate thickness(input):0.375 in. Hole depth in the base material:2.750 in. Recommended plate thickness:not calculated Minimum thickness of the base material:4.000 in. Dri ling method:Hammer drilled Clearing:Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories D II ng Cleaning Setting • Suitable Rotary Hammer * Manual blow-out pump • Torque wrench • Properly sized drill bit A Y 1.500 1.500 11111 CD CD CD CD CD CD 0) CD • fr.x tti CD Y 1 CD CD ci 0 0 0 (0 1.500 1.500 Coordinates Anchor in. Anchor x y 0.5 c.„ 1 0.000 -3.000 2.500 3.500 6.000 12.000 2 0.000 3.000 2.500 3.500 12.000 6.000 Input data and results must be checked far agreement with the existing conditions and for plausibilliyi PROFIS Anchor )2003-2009 HItS AG,FL-9494&neon Hit is a registered Trademark of Hit AG,Schaan 21 • ---111,1111LMI www.hilti.us Profis Anchor 2.6.5 Company: Page: 6 • Specifier: Project: Plate Option Angle Address: Sub-Project I Pos,No.: Phone I Fax: Date: 5/24/2016 E-Mail: 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilt products and are based on the principles,formulas and security regulations in accordance with Hfiti's technical directions and operating,mounting and assembly instructors,etc.,that must os strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilt product. The results of the calculations carried out by means of the Software are based essentially or the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,partial any with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves orly as art aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a reguar bas's. If you do not use the AutoUpcate function of the Software,you must ensure that you are using the current and thus up-to-date version of tne Software in each case by carrying out manual updates via the Hilti Website, Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input date and results rn,ist be checked for agreement with the existing conditions and for plausibility! PROIS Anchor(c 2;303-2909 Hilt!AG,FL-9494 Schaan Hilt Is a registered Trademark of Hilti AG,Sehnert 22 Project 1 NS TO li. e)(1 Job No. : Client /ivi wA Location 113L 0*-:‘ ! : ABHT Designed by .:_sk... Date 0 cyza 7...i,:ol L Page of i STRUCTURAL ENGINEERS . . Sheet cescriptiori (r ,/s :S a(id.5 !Oil II ':. 1 1 , I I .--.4-. ,.. -t or,r, ivfes 04c4-id deck a 1 1 1 . [ I [ , ! -„,.... , $ 1— 3' dee 20 qe-ac e ry,-I i ! dei 1•4 . fe, orAC, T -ci I , ...1. 1 I e 01'5.21:1" 1 , i . CWI ,j fl n .P,-)' , \, ,, v 4 ,,,, 1^JA, - .C,s-. ,I.) (1 T4),.. ts0 tif--• 7, I h— / ' : . 1 • i_. _._.,_ -I,- .- 1 i I i J 1 A 1 s , 1 1 , /4rP7-- . ' . 1..io k "LfP.' Li (L'lb k,;,) = ,,t-1,) I (215, L c. •-:_- ?./ii, 1 L1..\/ .1 1"! ......, x'• 1 , 1 ,ct-31ik-i,-,(1•2„) 1 , 4......-__ _, , . ilt / t'ol-t : Vul.'.. ),Z 1 / k1) 4 4 t 6(.6316 (rtigh2.0:,„ F---- g3 f ifs 4 „... 1 71,i,= _:_g_LILLzLi., cis a lis I. r i US e " fa" Wirn k,_14-fz t.,)/ ir4," (,,,..„, b6,1 -keg), i , . , Nic to is. (705.:+1 or, it04...k 4 f ' be-dt. toc.js F -.=---"--.., No cl,e(1 rcc:1 I 1 . ! . ii .__A. ...€ • I : , , PLIN3" or W3 FORMLOKTM 23 to 3 in. Deep FORMLOK Deck : Phosphatized/Painted or Galvanized • . -.== --- PLW3 FORMLOK used with PunchLok U System - p W3 FORMLOK used with TSWs or BPs W3 FORMLOK-SS used with Screws Dimensions 4/2" r 12" 3" .71 36" PLW3 or W3 FORMLOK W3 FORMLOK-SS Standard Interlocking Screw Fastened Sidelap Sidelap Deck Weight and Section Properties id for Moment Allowable Reactions per ft of Width(Ib)due to Web Crippling • Weight Deflection One Flange Loading Two Flange Loading Gage Galv Painted Single Multi +Sof —Sof End Bearing interior Bearing End Bearing Interior Bearing Span Span Length Length Length Length (psf) (psf) (in.4/ft) (in.4/ft) (in.3/ft) (in.3/ft) 2" 3" 4" 4" 8" 2'' 3" 4" 4" 8" 22 1.9 1.8 0.736 0.736 0.393 0.410 383 441 490 778 908 354 397 432 901 1063 21 2.1 2.0 0.824 0.824 0.453 0.470 461 530 588 934 1126 443 495 539 1093 1334 20 2.3 2.2 0 907 0.907 0.510 0.528 540 619 686 1091 1352 535 597 649 1287 1618 19 2.7 2.6 1.067 1.067 0.636 0.652 724 828 914 1456 1832 757 840 911 1741 2226 18 2.9 2.8 1.213 1.213 0.752 0.768 922 1049 1157 1845 2310 1002 1109 1199 2229 2836 16 3.5 3.4 1.516 1.516 0.968 0.966 1395 1581 1737 2780 3449 1614 1777 1913 3406 4298 Notes: 1. Section properties are based on Fy=50,000 psi. 2. 1d is for deflection due to uniform loads. 3. Se(+or-)is the effective section modulus. 4.Allowable(ASD)reactions are based on web crippling,per AISI SI00 Section C3.4,where Ow-=1.70 for enc bearing and 1.75for interior bearing. Nominal reactions may be determined by multiplying the table values by 0„. LRFD reactions may be determined by multiplying nominal reactions by =0.9 for end reactions and 0.85 for interior reactions. Attachment Patterns to Supports • 36/3 0 36/4 Note: *indicates location of arc spot weld, power actuated fastener, or screw as indicated in the load tables. 68 * VFS VERCO DECKING,INC, www.vercodeck.com TM orTMt 24 .2 5 in. TOTAL SLAB DEPTH la Normal Weight ConcreteVA Maximum Unshored Clear Span (ft-in.) Concrete Properties Deck Number of Deck Spans Density Uniform Weight Uniform Volume Compressive Gage 1 2 3 (pcf) (Pe) (yd3I100 ft2) Strength,f c(psi) 22 10'-O" 10'-7" �, 10'-7" 145 42.3 1.080 3000 21 10'-11" 11'-8" / 12'-1" Notes: 20 11'-7" 12'4" 12'-10" 1.Volumes and weights do not include allowance for deflection. 2.Weights are for concrete only and co not include weight of steel deck. 19 12'-1" 13'-9" 14'-2" 3.Total slab depth is nominal depth from top of concrete to bottom of steel deck. 18 12'-5" 14'-10° 14'-7" 16 13'-1" 161-4" 15'-4" Shoring is required for spans greater than those shown above.See Footnote 1 on page 69 for required beating. Allowable Superimposed Loads (psf) Deck Number of Span(ft-in.) Gage Deck Spans 8'-0" 8'.6" 9'-O" 9'-6" 10'-0" 10'-6" 11'•0" 1V-6" 12'-0" 12'-6" 13-0" 13'-6" 14'-3" 15'-0" 16'-0" 1 254 229 208 190 175 120 108 97 88 79 72 65 58 48 39 22 2 254 229 208 190 175 161 108 97 88 79 72 65 58 48 39 3 254 229 208 190 175 161 108 97 88 79 72 65 58 48 39 1 274 248 225 206 189 174 120 108 98 89 81 73 66 55 45 21 2 274 248 225 206 189 174 161 150 98 89 81 73 66 55 45 3 __ 274 248 225 206 189 174 161 150 140 89 81 73 66 55 45 1 294 265 241 220 202 187 173 160 108 98 89 81 74 61 51 -20 2 294 265 241 220 202 187 173 160 149 98 89 81 74 61 51 3 294 265 241 220 202 187 173 160 149 140 89 81 74 61 51 1 333 301 274 250 230 212 191 172 155 f 116 106 97 89 75 63 19 2 333 301 274 250 230 212 191 172 155 140 126 115 89 75 63 3 333 301 274 250 230 212 191 172 155 140 126 115 104 75 63 1 370 334 304 278 255 232 208 187 169 1 134 122 112 103 -. 88 74 18 2 370 334 304 278 255 232 208 187 169 153 139 126 115 88 74 3 370 334 304 278 255 232 208 187 169 153 139 126 115 88 74 1 400 400 365 333 299 268 241 217 197 178 162 143 132 113 95 16 2 400 400 365 333 299 268 241 217 197 178 162 148 135 113 95 3 400 400 365 333 299 268 241 217 197 178 162 148 126_22.11_9 See footnotes on page 69. Shoring required in shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths,q (pit) and Flexibility Factors, F (in./lb.x 106) Attachment Deck Span(ft-in.) Pattern Gage 8 0" 8'-6" 9,-0" 9'-6" 10'41" 10'-6" 11,-0" 11'-6" 12'-0" 12'-6 13-0" 13'-6" 14'-0" 15'-0" 16'-0" 22 q 1606 1594 1583 15731565 1557 1550 1544 1538 1532 1527 1523w 1518 1511 1504 21 q 1605 1592 1580 1570 1560 1552 1544 1537 1530 1524 1519 1514 1509 1500 1493 3613 20 q 1608 1593 1580 1569 1559 1549 1541 1533 1526 1520 1513 1508 1503 1493 1485 19 q 1618 1602 1587 1573 1561 1550 1540 1531 1523 1515 1508 1502 1496 1485 1475 18 q 1634 1615 1598 1583 1569 1557 1546 1535 1526 1517 1509 1502 1495 1482 1472 16 q 1679 1655 1633 1614 1597 1582 1568 1555 1543 1532 1522 1513 1504 1489 1475 22 q 1708 1686 1666 1648 1633 1618 1605 1593 1583 1572 1563 1555 1547 1532 1520 21 q 1729 1704 1683 1663 1646 1630 1616 1602 1590 1579 1569 1560 1551 1535 1521 36/4 20 q 1750 1724 1700 1679 1660 1643 1627 1613 1600 1588 1577 1567 1557 1540 1525 19 q 1801 1770 1742 1718 1696 1675 1657 1640 1625 1611 1598 1586 1575 1555 1537 18 q 1854 1819 1787 1759 1734 1711 1690 1671 1654 1638 1623 1609 1597 1574 1554 16 q 1973 1929 1890 1855 1823 1795 1769 1745 1723 1703 1684 1667 1651 1623 1598 See footnotes on page 69. 70 is VF5 VERCO DECKING,INC. www.vercodeck.com 25 11114111161111.11 www.hilti.us Profis Anchor 2.6.5 Company: Page: 1 Specifier: Project: Deck Option TP Address: Sub-Project I Pos,No.: Phone I Fax: Date: 5/24/2016 E-Mail: Specifiers comments: 1 input data Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/2(4 1/4) Effect ve embedment depth; her=3.220 in.,h „=4.250 in. 37 Materia,: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 12/1/2015 I 12/1/2017 Proof; Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.375 in. Anchor plate: Ix xiy x t=5.000 in,x 8,000 in.x 0.375 in.;(Recommended plate thickness:not caiculated Profile: no profile Base materia: cracked concrete,3000,fb =3000 psi;h=10.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Geometry rin.]&Loading[ib,in.lb] z 144 Cit:11- 0 4 sa.M, *4.K4W4ffVt;f4-0:*Se&s::, t7'itt* :727 1101011011.0504Wai ar,.. .z+Uitte444%*** awoloweigtommi: 0,,Avoglail„Atemiay6 , "'"f ••• • NP •. Inrmit data and results must Im checked for agreement with the existing conditions and for plausibility! ROP'IS Anchor c t 2003-2000 Hilti AG,FL-94S4 Schoen Hilt is a registered Trademark of HIS AG,Schaan 26 1.111 I11.11 •• Profis Anchor 2.6.5 Company: Page: 2 Specif er: Project: Deck Optior TYP Address: Sub-Project I Pos.No.: Phone I Fax: Date: 5/24/2016 E-Mall: 2 Load case/Resulting anchor forces Y Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 985 831 831 0 max.concrete compressive straIn: -[%a] max.concrete compressive stress: -[psi] Te on resulting tension force in(x/y).(0.000/0.000): 985[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load N„„[lb] Capacity 4,14,,[lb] Utilization pH=N.AN,, Status Steel Strength" 985 11778 9 OK Putout StrengthN/A NIA N/A N/A Concrete Breakout Strength*" 985 1828 54 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength N„ =ESR value refer to ICC-ES ESR-3027 N„ ACI 318-08 Eq.(D-1) Variables Ase,ry[ futa[psi] 0.16 112540 Calculations N„[lb] 18120 Results N.[b] C steel thi [lid] N,,[lb] 18120 0.650 11778 985 Irmit data and results Faust be checked for agreement with the existing conditions and for plausibility! PROM Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hit i is a registered Trademark of H5 AG,Schean ..iiiiare. i 27 . WWW.hitti.us Profis Anchor 2.6.5 Company: Page: 3 Specifier: Project: Deck Option TYP Address: Sub-Project I Pos,No.: Phone I Fax: I Date: 5/2412016 E-Mail: 3.2 Concrete Breakout Strength Nc.b = (t)Nred,t,+c,Nijip,1,4 NO ACI 318-08 Eq.(0-4) fkiNue ACI 318-08 Eq.(0-1) AN, see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) AN00 =9 hi ACI 318-08 Eq.(D-6) = ( 1 1 +2 e)5 1.0 ACI 318-08 Eq.(0-9) 3 hee web N=0.7+0.3(it:11:f)5 1.0 ACI 318-08 Eq.(D-11) v,,,,N = MAX( .1.05:lef)5 1.0 ACI 318-08 Eq.(0-13) Nb =kb. ,'‘ff:hl5 ACI 318-08 Eq.(D-7) Variables [in.] e,,,N[in.] ecZN[n.] Ce,rnin[in.] WeAs. 2.667 0.000 0.000 3.000 1.000 c„[in.; ku ?„ fo[psi] 5250 17 1 3000 Calculations AN,FIll21 AN final Va"t'. y....9c2,N Yen N IficlIN N„[lb] 48.00 64.00 1.000 1.000 0.925 1.000 4055 Results Ncb[lb] +concrete tIS Ncb[lb] N„[lbj ' 2813 0.650 1828 985 nate data and results nest be checked for agreement with the existing conditions and for plausibflityl PROPIS Ancor(a)2003-2009 tiilti AG,FL-9494 Scheer 1-313 is a registered Trademark of HA;AG,Schoen 28 ., . . . 11.111116111.11 www.hilaus Profis Anchor 2.6.5 Company: Page: 4 Specifier: Project: Deck Option TYP Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 5/24/2016 E-Mail: 4 Shear load Load V„„[ib] Capacity ti,V,[lb] Utilization pv=V,./4,V„ Status Steel Strength* 831 5547 15 OK Steel failure(wlth lever arm)* N/A N/A N/A I\/A Pryout Strength** 831 3938 22 OK Concrete edge failure in direction x4-** 831 1230 68 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength V. =ESR value refer to ICC-ES ESR-3027 Vstee;-?-VJB ACI 318-08 Eq.(0-2) Variables Amy[in.2] feta[psi] 0.16 112540 Calculations V„[lb] 9245 Results Vsa[b] +steel 4)V [Ib] V [lb] 9245 0.600 5547 831 4.2 Pryout Strength Vcp -,--kcp[(AANNcce)1ved,N IF yce,N Ili] ACI 318-08 Eq.(D-30) 4.,V,..>.:V. ACI 318-08 Eq.(D-2) AN, see ACI 318-08.Part 0.5.2.1,Fig.RD.5.2.1(b) ANc.tt =9 h!, ACI 318-08 Eq.(D-6) . 1 :-- 1 +2 e5 1.0 ACI 318-08 Eq.(D-9) 3 hef • ye.d,N=0.7+0.3 t[hlinf)s 1.0 ACI 318-08 Eq.(0-11) MAX( `u,n,1.5h'I)5.1.0 ACI 318-08 Eq.(0-13) Cac CilD N., =kr.A 1.Fc hY ACI 318-08 Eq.(0-7) Variables k„ k[[in.] e [ln.] co,N[in.] 0D Dir[hi.] 2 2.667 0.000 0.000 3.000 kv4.,,,i c,lin.] k, )., f [psi] 1.000 5.250 17 1 3000 Calculations AN,[ir.2] A1450[in.2] 'Yee N yec2,N yed,N Wep,N Nh[Ib; 48.00 64.00 1.000 1.000 0.925 1.000 4055 Results • V„[t] +concrete tir V .[Ib] V [lb] 5626 0.700 3938 831 Input data and results must de checked for agreement with the existing conditions and for plausibIlltyl Ft0FIS Anchor(c)2003-2009 HIlti AG,FL-0494 Schaan HSI Is a registered Trademark of HMI AG,Schoen 29 .1111111111167fill Profis Anchor 2.6.5 Company: Page: 5 Specifier: Project: Deck Option TYP Address: Sub-Project I Pos.No.: Phone I Fax: Date: 5/24/2016 E-Mail: 4.3 Concrete edge failure in direction x+ Ac = ( v pf ) ad,V V ACI 318-08 Eq.(D-21) rip Vcb Vua ACI 318-08 Eq.(D-2) Av, see ACI 318-08,Part D.6.2.1, Fig.RD.6.2.1(b) Avco =4.5 c1 ACI 318-08 Eq.(D-23) 1 yec,v = (1 2e 1,0 ACI 318-08 Eq.(D-26) 3;1 a2 WeC,V=0.7+ C1.0 ACI 318-08 Eq.(D-28) wry '.h:l 1.0 ACI 318-08 Eq.(D-29) Vb )0.2 ](7 d,) "if:C.;;"15 ACI 318-08 Eq.(D-24) Variables ;1 [in.] ca2 acv[in.] S]'ch.[in.] 3.000 4.000 0.000 1.000 10.000 d.[in.] fc,[Psi] ypawnei,v 3.220 1.000 0.500 3000 1,000 Calculations Ave[in.2] Ay o[in.2] wac,v ed,V h,v V,[lb] 36.30 40.50 1.000 0.967 1.000 2045 Results V55[Ib] 4car 4,V,b[Ib] V [lb] 1757 0.700 1230 831 5 Combined tension and shear loads Utilization QNV[%] Status 0.539 0.676 5/3 88 OK 6Nv <= 1 6 Warnings • Load re-distributions on the anchors due tc elastic deformations of the anchor plate are riot considered.The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The icl)factor is increased for non-steei Design Strengths except.Pullout Strength arid Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturers product literature for cleaning and installation Instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC! 318 or the relevant standard! Fastening meets the design criteria! date and results must he checked for agreement with the existing conditions and for plausibility! Anchor(c)2003-2009 Hilti AG,Ft....9494 Schaan HIS Is a registered Trademark of Hill AG,Schaan 30 11111411116ffirl www.hllti.us Prof's Anchor 2.6.5 Company: Page: 6 Specifier: Project: Deck Opt on TYP Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 5/24/2016 E-Mail: 7 Installation data Anchor pate,steel:- Anchor type and diameter;KWIK HUS-EZ(KH-EZ)1/2(4 1/4) Profile:no profile Installation torque:540.001 in.lb Hole diameter in the fixture:df=0.625 in. Hole diameter in the base material:0.500 in. Plate thickness(input):0.375 in. Hole depth in the base material:4.625 in. Recommended plate thickness:not calculated Minimum thickness of the base material:6.750 ir. Drilling method:Hammer drilled Cleaning:Manual cleaning of the drilled hole according to instructions for use is required, 7.1 Recommended accessories Dri,ling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit y 2.500 2.500 ! ! C C ••1: *.x 0 0 CD 1, •71- 2,500 2.500 Coordinates Anchor in. Anchor x y 0.000 0.000 3.000 3.000 4.000 4.000 Input data and results must be checked far agreement with the existing conditions and for plausibiiityl PROFIS Anchor(c)2003-2009 HO AC,FL-9494 Scheer Hill is a registered Trademark of Hilti AG,Selman 31 • EL, Imre www.hlithus Profis Anchor 2.6.5 Company: Page: 7 Specifier: Project: Ceck Option"PI' Acdress: Sub-Project I Pos,No.: Phone I Fax: Date: 5/24/2016 E-Mail: 8 Remarks; Your Cooperation Duties • Any and at information and data contained in the Software concern solely the use of Hill products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. Alt figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly witi regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular oasis.if you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date vers'on of the Software in each case by carrying out manual updates via the Hilti Website. Hilt will not be liable for consequences,such as the recovery cf lost or damaged data or programs,arising from a culpable breach of duty by you. Mout data and resJits must be checked for agreement with the existing conditions and for plausibility! .ROFIS Ancnor c)2003-2009 HMI AG,FL-9494 Schen Hilt is a registered Trademark of Hilt AG,Schoen 32 - , Project cif j,e, ..-T- -) IA 5/4. 00 Joh No. : Client AIWA 1 Location t1315-":02. A B Hi 'Tim Designed by A/le. Date 07723/Z016 Page ot -. STRUCTURAL ENGINEERS . i Sheet desciiption Coen,:i sic; r"eyr i r ee i . .... . I . i . i I I I ' 1 I 1 i < 1 1 i 1 ; 1 • 1 1 I 1 .1-. , 1 . r / E r r ; I 1 r 1 1 I 1 I I 1 i 1 I 1 ; . , I . ; . I E ..._ ; ----, / 1 6 ye ! 1 1 , fl.) Cklz..) - 111 p/iF ! 1 . ...../ 1 i 1 , Ow. /.2(I'll rif)It 14(6'5r 1,F)i ! , , . [ 1 i r IZ 5-0 pir I I ! I 1 1 , s g/25- /All/4 i ! , . . 1 C4rt.1(Aly er 1_4k -, I , L . , 1 I I i 1 I I I I 4--(14%)(11/4)7,OgZIOZ 1 6:1 '47 4°425(klt°) ::". ill in ; 1 1 ! , ! , 1 - II, (y, — , 141 47 !r, , I 1 1 1 ; I ' Ir E 1 ; r , . ; I i 1 1 . 1 i 1 , I i 1 I ! ! , I i ! 1 i 1 1 I , [ 1 -r- ; i I 1 ; I ; ; I I , , • I ; I ] , I 1 I 1 i ; I 1 I I I 1 1 1 1 1 i I 1 I i I i . 1 1 ' i I 1 < i 1 ; li- —.-1 - t I- ii i I 1 1 I 33 ProjectJob No . Ckit/5 1-0..0 Og Client A w A li_Location It 3 1S o2-, A 8 Hi T Designed ay A 3 le__ °ate 6c:ilk izz(6 Page of 1 STRUCTURAL ENGINEERS . Sheet descriptIon (IrIS t'l 0 S IA I rt Fi 11 . . fckec. a Itiei lo.dsVS (f) I Oci(IS 6+ otakn 111,5 ede4c.'S' u 7 , IV CAA/ 100J5 ! kl py.' i" i 1 , •-= Vg ir I _ . 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