Design Criteria General The structural performance of the Handrail for the above mentioned project shall be checked using the following design codes and standards: ASCE -7-2005 BS EN 1990: AAMA TIR-A9: ASTM A351 for minimum design loads for builidings for load combinations for fasteners and bolts for stainless steel member properties The following are the properties of materials, structural performance and serviceability requirements of the Stainless Steel Handrail Mechanical and Design Properties of Materials Properties of Stainless Steel (Grade 316 - CF8 as per ASTM A351) Modulus of elasticity Es = 193000 N/mm2 Density ρs = 8000 Coefficient of linear expansion αs = 12x10-6 °C-1 Poisson's Ratio νs = 0.30 Modulus of rigidity Ga = 78846.154 N/mm2 Tensile strength P.u = 485 N/mm2 Yield strength P.y = 205 N/mm2 Shear strength P.v = 0.6*P.y = 123 N/mm2 kg/m3 Properties of Stainless Steel Bolts BS EN ISO 3506-1:1998 Mechanical Properties of Corrossion-Resistant Stainless Steel Fasteners Tensile Strength (Ultimate Strength) Fu = 700 N/mm2 Stress at 0.2% Permanent Strain (Yield Strength) Fy = 450 N/mm2 2 LOADINGS Dead Load The self-weight of the members is automatically calculated by STAAD software Live Load kN Uniform Load LL1 0.75 Point Load LL2 0.89kN m Computer Programs used in Calculation Set STAAD.Pro V8i - for framing analysis MATHCAD V13 - for bracket calculation and in-depth checking of section profile Adobe PDF - for binding/compiling the structural report Deflection Limits Cantiliver Vertical Member Deflection is limitied to L/30 Horiztonal Member Deflection is limited to L/200 Where L is the maximum unsupported length. Load Combinations 1.0 x Dead Load + 1.0 x Live Load 1.35 x Dead Load + 1.5 x L:ive Load Anchor Bolts Hilti anchor system for post fixing anchor. 3 STAAD REPORT FOR HANDRAIL 4 Job Information Engineer Checked Approved Name: 08-Jul-20 Date: SPACE FRAME Structure Type Number of Nodes 9 Highest Node 9 Number of Elements 8 Highest Beam 8 Number of Basic Load Cases 7 Number of Combination Load Cases 12 Included in this printout are data for: The Whole Structure All Included in this printout are results for load cases: Type L/C Name Primary 1 DL Primary 2 LL1 Primary 3 LL2 Primary 4 LL3 Primary 5 LL4 Primary 6 LL5 Primary 7 LL6 Combination 8 DL + LL1 Combination 9 DL+LL2 Combination 10 DL + LL3 Combination 11 DL + LL4 Combination 12 DL + LL5 Combination 13 DL + LL6 Combination 14 1.35DL + 1.5LL1 Combination 15 1.35DL + 1.5LL2 Combination 16 1.35DL + 1.5LL3 Combination 17 1.35DL + 1.5LL4 Combination 18 1.35DL + 1.5LL5 Combination 19 1.35DL + 1.5LL6 Section Properties Prop Section Area Iyy Izz J (mm2) (mm4) (mm4) (mm4) Material 1 Cir 0.79 314.158 7.85E+3 7.85E+3 15.7E+3 STAINLESSST 2 PIPE50.8X2 306.618 91.4E+3 91.4E+3 183E+3 STAINLESSST Releases Beam ends not shown in this table are fixed in all directions. Beam Node x y z rx ry rz 1 1 Slide Fixed Fixed Fixed Fixed Fixed 1 2 Slide Fixed Fixed Fixed Fixed Fixed 2 2 Slide Fixed Fixed Fixed Fixed Fixed 2 3 Slide Fixed Fixed Fixed Fixed Fixed 5 Primary Load Cases Number Name Type 1 DL Dead 2 LL1 Live 3 LL2 Live 4 LL3 Live 5 LL4 Live 6 LL5 Live 7 LL6 Live Combination Load Cases Comb. 8 9 10 11 12 13 14 15 16 17 18 19 Combination L/C Name DL + LL1 DL+LL2 DL + LL3 DL + LL4 DL + LL5 DL + LL6 1.35DL + 1.5LL1 1.35DL + 1.5LL2 1.35DL + 1.5LL3 1.35DL + 1.5LL4 1.35DL + 1.5LL5 1.35DL + 1.5LL6 Primary Primary L/C Name Factor 1 DL 1.00 2 LL1 1.00 1 DL 1.00 3 LL2 1.00 1 DL 1.00 4 LL3 1.00 1 DL 1.00 5 LL4 1.00 1 DL 1.00 6 LL5 1.00 1 DL 1.00 7 LL6 1.00 1 DL 1.35 2 LL1 1.50 1 DL 1.35 3 LL2 1.50 1 DL 1.35 4 LL3 1.50 1 DL 1.35 5 LL4 1.50 1 DL 1.35 6 LL5 1.50 1 DL 1.35 7 LL6 1.50 6 60.000mm 999.998mm 100.000mm Y X Z Load 19 Structural Model Y X Z Load 1 Dead Load (Self-weight) 7 -0.750 kN/m -0.750 kN/m Y X Z Load 2 Live Load 1 Diagram 0.750 kN/m 0.750 kN/m Y X Z Load 3 Live Load 2 Diagram 8 -0.890 kN -0.890 kN -0.890 kN Y X Z Load 4 Live Load 3 Diagram 0.890 kN 0.890 kN 0.890 kN Y X Z Load 5 Live Load 4 Diagram 9 -0.890 kN -0.890 kN Y X Z Load 6 Live Load 5 Diagram 0.890 kN 0.890 kN Y X Z Load 7 Live Load 6 Diagram 10 Max: 0.268 mm Max: 0.153 mm Max: 0.877 mm Max: 0.385 mm Max: 0.220 mm Max: 0.877 mm Max: 0.268 mm Max: 0.153 mm Y Load 13 : Displacement Displacement - mm X Z Maximum Deflection Diagram (DL + LL6) Max: 74.571 MPa Max: -26.984 MPa Max: 29.975MPa MPa Max: -74.619 Max: 200.314 MPa Max: 65.246 MPa Max: -65.246 MPa Max: -23.376 MPa Max: 34.834 MPa Max: -200.218 MPa Max: 74.571 MPa Max: -26.984 MPa Max: 29.975MPa MPa Max: -74.619 Y Load 18 : Beam Stress Stress - MPa X Z Maximum Stress Diagram (1.35DL + 1.5LL5) 11 Y = 0.473 kN Z = -0.008 kN MX = -0.059 kN-m Y = 1.803 kN Z = 0.015 kN MX = -0.157 kN-m Y = 0.473 kN Z = -0.008 kN MX = -0.059 kN-m Y X Z Load 18 Support Reactions (1.35DL + 1.5LL5) Y = 0.025 kN Z = -0.458 kN MX = -0.067 kN-m Y = 0.029 kN Z = -1.755 kN MX = -0.101 kN-m Y = 0.025 kN Z = -0.458 kN MX = -0.067 kN-m Y X Z Load 19 Support Reactions (1.35DL + 1.5LL6) 12 STRUCTURAL VERIFICATION Deflection Check Maximum deflection of vertical member δmax 0.385mm Unsupported length of vertical member Lu 60mm Limiting deflection of vertical member Lu δlim 2 mm 30 STAAD Report Page 7/8 δmax δlim "Therefore OK!" Maximum deflection of horizontal member δmax 0.877mm Unsupported length of horizontal member Lu 1000mm Limiting deflection of horizontal member Lu δlim 5 mm 200 STAAD Report Page 7/8 δmax δlim "Therefore OK!" Stress Check Material Used Stainless Steel - Grade 316 Maximum Stress σmax 200.314MPa Limiting Stress (Based on EN 10088-3: 2005) σlim 205MPa STAAD Report Page 7/8 σmax σlim "Therefore OK!" 13 DESIGN OF CONNECTION COMPONENTS Connection 1 Connection 2 14 A. CONNECTION 1 This connection refers to the connection between the Horizontal and Vertiacal members as marked in the sketch above. 15 Maximum Support reactions are extracted from beam end forces table shown above (Extracted from Staad) Force along x-axis Fx1 0.024kN Force along z-axis Fz1 1.755kN Moment along y-axis M y1 0.008kN m CHECK FOR SCREW Screw Properties As per AAmA TIR A9-1991 Type of screw to be utilized #10 - 4.8 Diameter Screw Nominal Thread Diameter d sc 0.19in 4.826 mm Tensile stress area AS 0.0175in 11.29 mm Thread root area 2 2 2 2 AR 0.0152in 9.806 mm Tensile Ultimate Strength Fu 700MPa Tensile Yield Strength Yb 450MPa Shear Load Check Number of Screws n sc 2 Distance between screws d sc 32mm 2 Design shear Load per Screw fvmax Allowable shear load per screw Fvall 2 Fx1 Fz1 n sc 0.4 Fu AR 3 M y1 d sc 1.585 kN fvmax Fvall "Therefore OK!" 16 1.128 kN Bearing Load Check Thickness of connected stainlesssteel pipe tp 2mm Material Factor γM 1.1 Constant c 0.80 Limiting stress for bending and overall yielding Py 205MPa Shear Load fvmax 1.128 kN Bending load capacity of connected plate fbsd c d sc t p Py γM 9.542 kN fvmax fbsd "Therefore OK!" 17 B. CONNECTION 2 This connection refers to the connection of the member to the concrete lintel. Maximum Support reactions are extracted from Staad Report, and the Anchorage is checked using HILTI. NOTE: a 150mm Concrete Lintel to be added in order for the handrail to be anchored to it Case 1 Note that these forces are the same as the HILTI Input) Force along y-axis Fy1 1.803kN Force along z-axis Fz1 0.015kN Moment along x-axis M x1 0.157kN m Case 2 Note that these forces are the same as the HILTI Input) Force along y-axis Fy2 0.029kN Force along z-axis Fz2 1.755kN Moment along x-axis M x2 0.101kN m From HILTI Report Use: 3 HUS3-CR Size 6 Screws 18 Hilti PROFIS Engineering 3.0.62 www.hilti.co.uk Company: Address: Phone I Fax: Design: Fastening Point: Page: Specifier: E-Mail: Date: | Handrail 1 11/07/2020 Specifier's comments: 1 Input data Anchor type and size: HUS-CR 6 Return period (service life in years): 50 Item number: not available Effective embedment depth: hef = 45.0 mm, hnom = 55.0 mm Material: A4 Approval No.: ETA 08/0307 Issued I Valid: 23/08/2018 | - Proof: Engineering judgement SOFA - based on ETAG testing Stand-off installation: eb = 0.0 mm (no stand-off); t = 8.0 mm Baseplate : lx x ly x t = 80.0 mm x 80.0 mm x 8.0 mm; (Recommended plate thickness: 7.0 mm) Profile: Cylinder, ; (L x W x T) = 20.0 mm x 20.0 mm Base material: cracked concrete, C35/45, fc,cube = 45.00 N/mm ; h = 200.0 mm Installation: hammer drilled hole, Installation condition: Dry Reinforcement: No reinforcement or Reinforcement spacing >= 150 mm (any Ø) or >= 100 mm (Ø <= 10 mm) R 2 no longitudinal edge reinforcement R - The anchor calculation is based on a rigid baseplate assumption. Geometry [mm] & Loading [kN, kNm] Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 19 1 Hilti PROFIS Engineering 3.0.62 www.hilti.co.uk Company: Address: Phone I Fax: Design: Fastening Point: Page: Specifier: E-Mail: Date: | Handrail 2 11/07/2020 1.1 Load combination Case Description Forces [kN] / Moments [kNm] Seismic Fire Max. Util. Anchor [%] 1 Combination 1 N = 0.015; Vx = 0.000; Vy = 1.803; Mx = -0.157; My = 0.000; Mz = 0.000; no no 51 2 Combination 2 N = 1.755; Vx = 0.000; Vy = 0.029; Mx = -0.101; My = 0.000; Mz = 0.000; no no 46 2 Load case/Resulting anchor forces y Controlling load case: 1 Combination 1 Compression 3 Anchor reactions [kN] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1.509 0.601 0.000 0.601 2 1.509 0.601 0.000 0.601 3 0.000 0.601 0.000 0.601 x 1 max. concrete compressive strain: max. concrete compressive stress: 0.20 [‰] 2 Tension 2 5.98 [N/mm ] resulting tension force in (x/y)=(0.0/-22.0): 3.018 [kN] resulting compression force in (x/y)=(0.0/30.2): 3.003 [kN] Anchor forces are calculated based on the assumption of a rigid baseplate. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 20 2 Hilti PROFIS Engineering 3.0.62 www.hilti.co.uk Company: Address: Phone I Fax: Design: Fastening Point: Page: Specifier: E-Mail: Date: | Handrail 3 11/07/2020 3 Tension load (ETAG, Annex C, Section 5.2.2) Utilization bN [%] Status 17.143 9 OK 3.194 48 OK 3.018 6.399 48 OK 3.018 9.583 32 OK Load [kN] Capacity [kN] Steel failure* 1.509 Pull-out failure* 1.509 Concrete Breakout failure** Splitting failure** * highest loaded anchor **anchor group (anchors in tension) 3.1 Steel failure NRk,s [kN] gM,s NRd,s [kN] NSd [kN] 24.000 1.400 17.143 1.509 3.2 Pull-out failure NRk,p [kN] yc g M,p NRd,p [kN] NSd [kN] 5.000 1.342 2.100 3.194 1.509 3.3 Concrete Breakout failure 2 0 2 Ac,N [mm ] Ac,N [mm ] ccr,N [mm] scr,N [mm] 18,944 18,225 67.5 135.0 ec1,N [mm] y ec1,N ec2,N [mm] y ec2,N y s,N y re,N 0.0 1.000 0.0 1.000 0.887 1.000 gM,c NRd,c [kN] NSd [kN] 2.100 6.399 3.018 0 NRk,c k1 7.200 [kN] 14.580 Group anchor ID 1, 2 3.4 Splitting failure 0 2 Ac,N [mm ] Ac,N [mm ] ccr,sp [mm] scr,sp [mm] y h,sp 18,944 18,225 68.0 135.0 1.500 ec1,N [mm] y ec1,N ec2,N [mm] y ec2,N y s,N y re,N k1 0.0 1.000 0.0 1.000 0.885 1.000 7.200 gM,sp NRd,sp [kN] NSd [kN] 2.100 9.583 3.018 2 0 NRk,c [kN] 14.580 Group anchor ID 1, 2 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 21 3 Hilti PROFIS Engineering 3.0.62 www.hilti.co.uk Company: Address: Phone I Fax: Design: Fastening Point: Page: Specifier: E-Mail: Date: | Handrail 4 11/07/2020 4 Shear load (ETAG, Annex C, Section 5.2.3) Utilization bV [%] Status 11.333 6 OK N/A N/A N/A 1.803 17.316 11 OK 1.803 5.734 32 OK Load [kN] Capacity [kN] 0.601 N/A Pryout failure** Concrete edge failure in direction y+** Steel failure (without lever arm)* Steel failure (with lever arm)* * highest loaded anchor **anchor group (relevant anchors) 4.1 Steel failure (without lever arm) VRk,s [kN] gM,s VRd,s [kN] VSd [kN] 17.000 1.500 11.333 0.601 4.2 Pryout failure 2 0 2 Ac,N [mm ] Ac,N [mm ] ccr,N [mm] scr,N [mm] k-factor 24,411 18,225 67.5 135.0 1.500 ec1,V [mm] y ec1,N ec2,V [mm] y ec2,N y s,N y re,N 0.0 1.000 0.0 1.000 0.887 1.000 gM,c,p VRd,cp [kN] VSd [kN] 1.500 17.316 1.803 k1 a b 0.084 0.062 0 NRk,c [kN] 14.580 Group anchor ID 1-3 4.3 Concrete edge failure in direction y+ lf [mm] dnom [mm] 45.0 6.00 1.700 2 c1 [mm] Ac,V [mm ] 64.0 18,432 0 Ac,V 2 [mm ] 18,432 y s,V y h,V y a,V ec,V [mm] y ec,V y re,V 1.000 1.000 1.000 0.0 1.000 1.000 VRk,c [kN] gM,c VRd,c [kN] VSd [kN] 8.601 1.500 5.734 1.803 0 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 22 4 Hilti PROFIS Engineering 3.0.62 www.hilti.co.uk Company: Address: Phone I Fax: Design: Fastening Point: Page: Specifier: E-Mail: Date: | Handrail 5 11/07/2020 5 Combined tension and shear loads (ETAG, Annex C, Section 5.2.4) Steel failure a bN bV a Utilization bN,V [%] Status 0.472 0.314 1.500 51 OK a bN + bV ≤ 1.0 6 Displacements (highest loaded anchor) Short term loading: NSk = 1.118 [kN] dN = 0.3005 [mm] VSk = 0.445 [kN] dV = 0.0228 [mm] dNV = 0.3014 [mm] Long term loading: NSk = 1.118 [kN] dN = 0.3287 [mm] VSk = 0.445 [kN] dV = 0.0285 [mm] dNV = 0.3300 [mm] Comments: Tension displacements are valid with half of the required installation torque moment for uncracked concrete! Shear displacements are valid without friction between the concrete and the baseplate! The gap due to the drilled hole and clearance hole tolerances are not included in this calculation! The acceptable anchor displacements depend on the fastened construction and must be defined by the designer! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 23 5 Hilti PROFIS Engineering 3.0.62 www.hilti.co.uk Company: Address: Phone I Fax: Design: Fastening Point: Page: Specifier: E-Mail: Date: | Handrail 6 11/07/2020 7 Warnings • The anchor design methods in PROFIS Engineering require rigid baseplates per current regulations (AS 5216:2018, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the baseplate are not considered - the baseplate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required baseplate thickness with CBFEM to limit the stress of the baseplate based on the assumptions explained above. The proof if the rigid baseplate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • In general, the conditions given in ETAG 001, Annex C, section 4.2.2.1 and 4.2.2.3 b) are not fulfilled because the diameter of the clearance hole in the fixture acc. to Annex 3, Table 3 is greater than the values given in Annex C, Table 4.1 and AS5126 for the corresponding diameter of the anchor. Therefore the design resistance for anchor groups is limited to twice the steel resistance (of a single anchor) in accordance with the approval. • Checking the transfer of loads into the base material is required in accordance with ETAG 001, Annex C(2010)Section 7! The software considers that the grout is installed under the baseplate without creating air voids and before application of the loads. • The design is only valid if the clearance hole in the fixture is not larger than the value given in Table 4.1 of ETAG 001, Annex C! For larger diameters of the clearance hole see Chapter 1.1. of ETAG 001, Annex C! • Your design has selected filled holes. Please ensure that there is a proper method to fill the annular gap between the fixture and HUS-CR 6and contact Hilti in case of any questions. • The accessory list in this report is for the information of the user only. In any case, the instructions for use provided with the product have to be followed to ensure a proper installation. • The design method SOFA assumes that no hole clearance between the anchors and the fixture is present. This can be achieved by filling the gap with mortar of sufficient compressive strength (e.g. by using the HILTI Filling set) or by other suitable means • The compliance with current standards (e.g. EN 1993, AS 4100:1998, etc.) is the responsibility of the user • An SLS-check is not performed for SOFA and has to be provided by the user! • The characteristic bond resistances depend on the return period (service life in years): 50 Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 24 6 Hilti PROFIS Engineering 3.0.62 www.hilti.co.uk Company: Address: Phone I Fax: Design: Fastening Point: Page: Specifier: E-Mail: Date: | Handrail 7 11/07/2020 8 Baseplate stress check Scope: For the loads / load combinations applied on the baseplate, a baseplate stress check is performed (based on the results of a FE calculation). This stress check contains normal stresses resulting from bending moments in two directions. The user is responsible to select a baseplate thickness that meets the requirement per guideline for a rigid baseplate (to ensure that the assumed load distribution is correct). A detailed description can be found in Mallée. (1) (1) Mallée, R.; Riemann, H. (1990): Ankerplattenbefestigungen mit Hinterschnittdübeln, Bauingenieur 65 (1990), S. 49 - 57, Springer VDI-Verlag, 1990 Mallée, R.; Burkhardt, F. (1999): Befestigungen von Ankerplatten mit Dübeln, Beton und Stahlbetonbau 94, Heft 12, S. 502 - 511, Ernst & Sohn Verlag, 1999 8.1 Base material properties Steel type: 1.4401 Yield stress: fy = 200.00 [N/mm ] 2 Partial safety factor: gm,s = 1.100 2 Ultimate strength: fu = 500.00 [N/mm ] Young's modulus: Es = 200,000.00 [N/mm ] Poisson ratio: n = 0.3 2 Max Stress: 116.32 MPa Limiting Stress: 205MPa 116.32 < 205, Stress is OK! 8.2 Results Relevant load combination: LC 01 Stress distribution s 11 2 116.32 [N/mm ] 2 -49.34 [N/mm ] Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 25 7 Hilti PROFIS Engineering 3.0.62 www.hilti.co.uk Company: Address: Phone I Fax: Design: Fastening Point: Page: Specifier: E-Mail: Date: | Handrail 8 11/07/2020 Stress distribution s 22 2 60.12 [N/mm ] 2 -78.19 [N/mm ] Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 26 8 Hilti PROFIS Engineering 3.0.62 www.hilti.co.uk Company: Address: Phone I Fax: Design: Fastening Point: Page: Specifier: E-Mail: Date: | Handrail 9 11/07/2020 Deformations (z-direction) 0.0 [mm] 0.0 [mm] Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 27 9 Hilti PROFIS Engineering 3.0.62 www.hilti.co.uk Company: Address: Phone I Fax: Design: Fastening Point: Page: Specifier: E-Mail: Date: | Handrail 10 11/07/2020 9 Installation data 2 Baseplate, steel: 1.4401; E = 200,000.00 N/mm ; fyk = 200.00 N/mm 2 Anchor type and size: HUS-CR 6 Profile: Cylinder, ; (L x W x T) = 20.0 mm x 20.0 mm Item number: not available Hole diameter in the fixture: df = 9.0 mm Installation torque: Hilti SIW 22T-A Plate thickness (input): 8.0 mm Hole diameter in the base material: 6.0 mm Recommended plate thickness: 7.0 mm Hole depth in the base material: 65.0 mm Drilling method: Hammer drilled Minimum thickness of the base material: 100.0 mm Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Hilti HUS screw anchor with 55 mm embedment, 6, Stainless steel, installation per ETA 08/0307 9.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Properly sized drill bit • Manual blow-out pump • Hilti SIW 22T-A impact screw driver y 40.0 18.0 40.0 44.0 40.0 3 40.0 2 18.0 1 x 21.0 19.0 19.0 21.0 Coordinates Anchor [mm] Anchor x y c-x c+x c-y c+y 1 2 3 -19.0 19.0 0.0 -22.0 -22.0 22.0 - - 42.0 42.0 86.0 108.0 108.0 64.0 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 28 10 Hilti PROFIS Engineering 3.0.62 www.hilti.co.uk Company: Address: Phone I Fax: Design: Fastening Point: Page: Specifier: E-Mail: Date: | Handrail 11 11/07/2020 10 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 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. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2020 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 29 11 REFERENCES 30 31 Saturday, July 11, 2020 12:13:35 PM - ASTM International - A351-94 RELATIVE DRAWINGS