1 Input data. 2 Overall Result. 3 Geometry. PROFIS Anchor Channel Company: Specifier: Address: Phone Fax:

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1 Phone Fax: Specifier's comments: 1 1 Input data Channel type; bolt HAC /350 F; HBC-C 8.8F, M16 x 2.0 in. Channel filled w/ HIT-HY 100 no Effective embedment depth h ef = in. Channel specification Length: 13.8 in., anchor spacing: in., projection: in., width: b ch = in., height: h ch = in. Material Anchor & Channel: hot-dip galvanized Bolt: hot-dip galvanized ICC Approval ESR-3520 Issued I Valid 8/1/2015 8/31/2016 Standard ICC-ES AC232 (June 2015), ACI Base material cracked, f c ' = 3500 psi, h = in. Reinforcement Exist. Reinf.: No edge reinf. present tension: condition B, shear: condition B Product portfolio available only in Hilti North America. 2 Overall Result Design ok! (Maximum utilization: 91%) 3 Geometry

2 Phone Fax: 3.1 Fixtures / Bolt groups / Loads 2 Fixture 1

3 Phone Fax: 4 Load case / Resulting bolt forces Load case: Design load Load distribution Fixture 1: bolt: HBC-C 8.8F, M16 x in. Profile: - Standoff: No standoff Plate dimensions: in. x in. x in. Anchorplate design calculated: no Bolt N [lb] V [lb] V x [lb] V y [lb] Compression Tension 4.2 Derivation of forces acting on anchor channels N a ua,i = k A ' i N ua A ' i Ordinate at the position of the anchor i of the loadtriangle with load N and the base length 2l i k = 1 n A ' i 1 l in = 4.93 I 0.05 y s 0.5» [in.] s I y = [in. 4 ] s = [in.] V a ua,i = k A ' i V ua M u,flex = 4447 [in.lb] 1 h ef = a1 a2 a3 Anchor forces [lb] Anchor N V a a a Fixture bolt group

4 Phone Fax: 5 Verifications 5.1 Verifications for anchor channels under tension loading 4 Load [lb], [in.lb] Resistance [lb], [in.lb] Utilization [%] Status Anchor ok Connection anchor-channel ok Local flexure of channel lip ok Channel bolt ok Flexure ok Pull-out ok Concrete breakout ok Concrete side-face blowout Anchor reinf. - steel Anchor reinf. - anchorage Steel strength (acc. to ESR-3520 section ) Anchor strength (Anchor a2, Channel a) N sa N a ua N sa [lb] N sa [lb] N a ua [lb] Strength of connection between anchor and channel (Anchor a2, Channel a) N sc N a ua N sc [lb] N sc [lb] N a ua [lb] Strength for local flexure of channel lip (Fixture 1, bolt 1.1, Channel a) N sl N s ua s s = [in.] d s = [in.] s ch,b = s s - d s = [in.] b ch = [in.] = [lb] N sl N sl [lb] N sl [lb] N s ua [lb] Channel bolt strength (Fixture 1, bolt 1.1, Channel a) N ss N s ua N ss [lb] N ss [lb] N s ua [lb] Flexure of channel (Channel a) M s,flex M u,flex M s,flex [in.lb] M s,flex [in.lb] M u,flex [in.lb]

5 Phone Fax: Pull-out strength (Anchor a2, Channel a) (acc. to ESR-3520 section ) N pn N a ua N pn = cp N p N p = 8 A brg f ' c A brg [in. 2 ] f ' c [psi] N p [lb] c,p N pn [lb] N pn [lb] N a ua [lb] Concrete breakout strength (Anchor a2, Channel a) (acc. to ESR-3520 section ) N cb N a ua N cb = N b s,n ed,n co1,n co2,n c,n cp,n N b = 24 ch,n f ' c h 1.5 ef ch,n h ef 7.1) s,n = s cr,n ed,n n [( 1 - s i s cr,n ) 1.5 i=2 Na ua,i Nua,1] a = 2 ( h ef / 7.1) h ef 3 h ef c a1 = 0.5 s cr,n 1.5 h ef co1,n c a2,1 co2,n c a2,2 ch,n f ' c [psi] h ef [in.] N b [lb] s [in.] s cr,n [in.] s,n c a1 [in.] [in.] ed,n c a2,1 [in.] c a2,2 [in.] co1,n co2,n c,n cp,n N cb [lb] N cb [lb] N a ua [lb]

6 Phone Fax: 5.2 Verifications for anchor channels under shear loading 6 Load [lb], [in.lb] Resistance [lb], [in.lb] Utilization [%] Status Channel bolt w/o lever arm ok Channel lip w/o lever arm - perpendicular shear Channel lip w/o lever arm - longitudinal shear ok Channel bolt with lever arm Anchor - perpendicular shear ok Anchor - longitudinal shear Connection anchor/channel - perpendicular shear Connection anchor/channel - longitudinal shear ok Concrete pryout, perpendicular shear ok Concrete pryout, longitudinal shear Concrete edge breakout - perpendicular Concrete edge breakout - longitudinal Anchor reinf. - steel, perpendicular shear Anchor reinf. - anchorage, perpendicular shear Anchor reinf. - steel, longitudinal shear Anchor reinf. - anchorage, longitudinal shear ok Steel strength (acc. to ESR-3520 section , ) Channel bolt strength - without lever arm, longitudinal shear included (Fixture 1, bolt 1.1, Channel a) V ss V s ua V s ua = V s ua,x 2 + V s ua,y 2 V ss [lb] V ss [lb] V s ua,x [lb] V s ua,y [lb] V s ua [lb] Strength for local flexure of channel lip - perpendicular shear load w/o lever arm (Fixture 1, bolt 1.1, Channel a) V sl,y V s ua,y V sl,y [lb] V sl,y [lb] V s ua,y [lb] Anchor strength - perpendicular shear (Anchor a2, Channel a) V sa,y V a ua,y V sa,y [lb] V sa,y [lb] V a ua,y [lb]

7 Phone Fax: Strength of connection between anchor and channel - perpendicular shear (Anchor a2, Channel a) V sc,y V a ua,y V sc,y [lb] V sc,y [lb] V a ua,y [lb] Concrete pryout strength - perpendicular shear (Anchor a2, Channel a) (acc. to ESR-3520 section ) V a cp,y V a ua,y V cp,y = k cp N cb N cb = N b s,n ed,n co1,n co2,n c,n cp,n N b = 24 ch,n f ' c h 1.5 ef ch,n h ef 7.1) s,n = s cr,n ed,n n [( 1 - s i s cr,n ) 1.5 i=2 Va ua,i Vua,1] a = 2 ( h ef / 7.1) h ef 3 h ef c a1 = 0.5 s cr,n 1.5 h ef co1,n c a2,1 co2,n c a2,2 ch,n f ' c [psi] h ef [in.] N b [lb] s [in.] s cr,n [in.] s,n c a1 [in.] [in.] ed,n c a2,1 [in.] c a2,2 [in.] co1,n co2,n c,n k cp N cb [lb] V cp,y [lb] V cp,y [lb] V a ua,y [lb]

8 Phone Fax: Concrete edge breakout strength - perpendicular shear, direction, y- (Anchor a2, Channel a) (acc. to ESR-3520 section ) V cb,y V a ua,y V cb = V b s,v co1,v co2,v c,v h,v parallel,v V b = cb,y ch,v f ' c c 4/3 a1 1 s,v = s cr,v n [( 1 - s i s cr,v ) 1.5 i=2 = 4 c a1 + 2 b ch co1,v c a2,1 c cr,v co2,v c a2,2 c cr,v c cr,v = 0.5 s cr,v = 2 c a1 + b ch h,v h h cr,v ) 1 h cr,v = 2 c a1 + 2 h ch Va ua,i Vua,1] a ch,v f ' c [psi] c a1 [in.] V b [lb] s [in.] s cr,v [in.] s,v c a2,1 [in.] c a2,2 [in.] c cr,v [in.] co1,v co2,v c,v h [in.] h cr,v [in.] 1 h,v parallel,v V cb,y [lb] V cb,y [lb] V a ua,y [lb]

9 Phone Fax: 5.3 Combined tension and shear loads (acc. to ESR-3520, section ) 9 Proof of interaction performed independently for steel strength of channel bolt, steel strength of the channel and concrete strength Channel bolt (Fixture 1, bolt 1.1) N+V,s N,s N s ua N ss ) 2 + ( V s ua,y 2 + V s ua,x 2 V ss ) 2 00 N s ua N ss ) 2 = V,s V s ua,y 2 + V s ua,x 2 V ss ) 2 = N+V,s ) + ( ) = (Utilization : 4%) Anchor and connection between anchor and channel (Anchor a2) N+V,ac N,ac V,ac,y V,ac,x = max ( N a ua N sa, Na ua N sc ) + max ( V a ua,y V sa,y, Va ua,y V sc,y ) ( max ( V a ua,x V sa,x, Va ua,x V sc,x )) = max ( N a ua N sa, Na ua N sc = = max ( V a ua,y V sa,y, Va ua,y V sc,y = = max ( V a ua,x V sa,x, Va ua,x V sc,x = N+V,ac = (Utilization : 41%) N,ac, governing failure mode: Anchor V,ac,y, governing failure mode: Anchor - perpendicular shear V,ac,x, governing failure mode: N/A Point of load application - channel lip (Fixture 1, bolt 1.1) N+V,la,c N,la,c V,la,c,y V,la,c,x N s ua N sl ) + ( V s ua,y V sl,y ) ( ( V s ua,x V sl,x )) N s ua N sl = V s ua,y V sl,y = V s ua,x V sl,x = N+V,la,c = (Utilization : 45%) N,la,c, governing failure mode: Local flexure of channel lip V,la,c,y, governing failure mode: Channel lip w/o lever arm - perpendicular shear V,la,c,x, governing failure mode: N/A

10 Phone Fax: Point of load application - flexural moment and channel lip (Fixture 1, bolt 1.2) N+V,la,m-c N,la,m-c V,la,m-c,y V,la,m-c,x M u,flex M s,flex ) + ( V s ua,y V sl,y ) ( ( V s ua,x V sl,x )) M u,flex M s,flex = V s ua,y V sl,y = V s ua,x V sl,x = N+V,la,m-c = (Utilization : 36%) N,la,m-c, governing failure mode: Flexure V,la,m-c,y, governing failure mode: Channel lip w/o lever arm - perpendicular shear V,la,m-c,x, governing failure mode: N/A Concrete strength (anchor) (Anchor a2) N+V,c N,c V,c,y V,c,x N a ua N nc ) + ( V a ua,y V nc,y ) + ( V a ua,x V nc,x ) 00 N a ua N nc ) 1.5 = V a ua,y V nc,y ) 1.5 = V a ua,x V nc,x ) 1.5 = N+V,c = = (Utilization : 91%) N,c, governing failure mode: Concrete breakout V,c,y, governing failure mode: Concrete edge breakout - perpendicular V,c,x, governing failure mode: N/A

11 Phone Fax: Remarks and warnings 11 The anchor plate overlaps the basematerial edges. A local concrete spalling due to compression close to the edges has to be checked separately! The calculations performed by PROFIS are in accordance with ICC-ES AC , and utilize the methodologies, data, and limitations contained in ICC-ESR-3520 (2015). It is the responsibility of the Engineer of Record (EOR), to verify the PROFIS output, and the associated shear resistance and transfer of loads into the base material, meet local building code requirements and are otherwise suitable for the specific project/application. Supplementary reinforcement (existing reinforcement, anchor reinforcement) as a PROFIS input should only be selected if the EOR has verified the design of the concrete substructure complies with the associated reinforcement requirements contained in ACI Condition A applies when supplementary reinforcement is selected. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pry-out strength. Condition B applies when supplementary reinforcement is not selected, and for Pullout Strength and Pry-out Strength. Refer to your local codes. The PROFIS calculation is based on the simplified assumption of a rigid anchor plate/bracket. The anchor plate must be separately (outside the PROFIS software) designed accordingly by the EOR. PROFIS calculations assume proper installation of the anchor channel system and surrounding structure deviations will affect the Design Strength of anchor channel systems. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for installation of the anchor channel, bolt and, if required HIT-HY100 adhesive. The EOR must check the PROFIS output for plausibility. Any as-built conditions which vary from the PROFIS inputs (e.g., use of alternative product, variations in supplementary reinforcement or base material, changes in the loading conditions ), renders the PROFIS design invalid, and requires recalculation. In case of rebar channels at least 20% (cross-section of the rebars) transverse reinforcement is needed The direction of casting is assumed to be y+ Design ok! (Maximum utilization: 91%)

12 Phone Fax: 6 Installation data 6.1 Fixture 1 Plate type: - Bolt type: HBC-C 8.8F, M16 x 2.0 in. Plate dimensions: in. x in. x in. Bolt length: 2.0 in. Profile: - Bolt diameter: in. Anchorplate design calculated: no Diameter hole: in. Installation torque: 531 in.lb 12 y x

13 Phone Fax: 7 Remarks; Your Cooperation Duties 13 Any and all information and data contained in the Software concern solely the use of Hilti 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. 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 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 with 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 basis. 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 the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.