# Structural Design Calculation For Pergola

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1 Structural Design Calculation For Pergola Revision :5 Prepared by :EC Date : 8/10/009

4 5. Material Properties Structural Steel Steel Grade = S75JR unless stated otherwise to BS EN 1005 Part 1-6 : 004 for Hot Rolled Sections and BS EN 1010 Part 1 : 006 for Hot finished hollow sections. = S75J0H for cold formed steel hollow, Strength reduced 5% to 0 N/mm to BS EN 1019 Part 1 : 006 Weld Strength = 0 N/mm Welding work shall be complicance with BS EN 1011 Part 1:1998 Electrodes to welding shall be complicance with BS EN ISO 560:005. Recycled Plastic Wood Tensile Strength = 11.9N/mm Bending Strength = 3.7 N/mm 3

5 6. Pergola at Area C : Loading assessment and design 4

8 Connection design between 60x90mm slat and 80x50x4mm steel plate Design this steel plate connection Section Design this steel plate connection Section Load combination : 1. DL + 1.LL + 1.WL (download) control and is used for design Bolt design M10 Grade 8.8 Bolt, A b = No. of bolt, n = 58 mm Factored Shear from slat, V f = 0.4 kn Bolt Shear stress, f vb = V f / (n*a b ) = 3.6 N/mm < 375 N/mm 80 mm (D) x 50 mm (B) x 4 mm steel plate Moment of inertia, I=1/1*4*80^3= mm 4 Elastic modulus, Z = /(80/)= 467 mm 3 Shear Area, A = 80*4= 30 mm v Factored Shear from slat, V f = 0.4 kn No. of plate provided per slat, n = Plate shear stress, f vp = V f / A v / n = 0.66 N/mm < 0.6*0 N/mm = 13 N/mm Eccentricity, e = Factored eccentric moment, M e = V f *e = 0.4*5/1000= 5 mm 0.01 knm Plate bending stress, f bp = M e / Z / n = 0.01*10^6//467= 1.17 N/mm < 0 N/mm Weld design for 80x50x4mm steel plate and 00x100x.6kg/m GMS RHS Weld length provided, L w = 80*= 160 mm Weld Moment of inertia, I = 1/1*80^3= 4667 mm 3 w Weld Elastic modulus, Zw = 4667/(80/)= 1067 mm Factored Shear from slat, V f = Factored Eccentric moment, M e = 0.4 kn 0.01 knm

9 Shear Weld stress, f vw = V f / L w = 0.4*1000/160=.63 N/mm Bending weld stress, f bw = M e / Z w = 0.01*10^6/1067= 9.37 N/mm Combined weld stress, f ew = (f bw^+f vw^)^1/ = 9.73 N/mm Provide 4 mm fillet weld Provided weld strength, p w = 0.7*0*4= 616 N/mm > 9.73 N/mm Design for 00x100x.6kg/m GMS RHS supporting slat Load combination : 1. DL + 1.LL + 1.WL (download) control and is used for design Design this RHS Section Plan Design 00x100x.6kg/m RHS as cantilever beam 00x100x.6kg/m GMS RHS I = Z = A = mm mm3 870 mm Length of RHS = 000 mm No. of Point load from slat, n = 14 Factored Self weight of RHS = 1.*.6*9.81/1000= 0.7 kn/m Equivalent Factored UDL on RHS, w = 0.4**14/(000/1000)= 5.88 kn/m 6.15 kn/m Cantilever span, L = Factored moment, M f = Factored Shear, V f = 1/*6.15*(1764/1000)^= 6.15*1764/1000= 1764 mm 9.57 knm kn

10 Bending design f b = M f / Z = 9.57*10^6/149000= 64.3 N/mm < 0 N/mm Shear design f v = V f / A v = 10.85*1000/870= 3.78 N/mm < 0.6*0 N/mm = 13 N/mm Deflection design UDL on RHS, wu = 5.88/1.= 4.9 kn/m E = N/mm d = wl^4 / 8EI = 3. mm < L / 180 = mm Design of Bolt joint at 00x100x.6kg/m vertical RHS post supporting RHS cantilever beam Load combination : 1. DL + 1.LL + 1.WL (download) control and is used for design Design this bolt joint Loaded Unloaded Section Section Consider only larger projection is loaded and small projection unload for worst case design. Bolt design Area per bolt, A b = No. of bolt provided, n = mm For the bolt group, I xx = I yy = I p = I xx + I yy = mm mm 0000 mm Factored Direct Shear for bolt group, V f = Factored Moment for bolt group, M f = Distance of bolt group centroid to one bol ( ) 1/ = kn 9.57 knm 71 mm

11 Factored shear from bending, V fb = 9.57*10^6*71/0000/1000= kn For conservative design Factored design shear for bolt, V fd = V fb + V f = = 44.8 kn Bolt shear stress, f vb = V fd / A b = 44.8*1000/157= N/mm < 375 N/mm Design of 00x100x.6kg/m RHS Vertical post Design this steel post Each 00x100x.6kg/m RHS Vertical Post I = mm 4 Z = mm 3 A = 870 mm r = 7 mm Effective Height of RHS post, H = 750 mm No of post provided, n = Case 1 : 1.4DL+1.6LL Load widith per RHS post bay, b = Load length per RHS post bay, L = Load area per RHS post, A = 1.9*.5= No. of slat at roof deck, n = Height of RHS post, H = Dead load: self weight of slat = self weight of 00x100x.6kg/m RHS = Self weight of 160x80x14.4kg/m SHS = 1.9 m.5 m 4.75 m m 0.063*1.9*14=.6*9.81/1000*.5= 14.4*9.81/1000*.75*= 1.68 kn 0.55 kn 0.78 kn 3.01 kn

12 Live load : Maintenance live load = 0.75*4.75= 3.56 kn DL eccentric moment, M de = (1.33/3*3.01*1.33/-0.441/3*3.01*0.441/)= 0.78 knm LL eccentric moment, M le = (1.33/3*3.56*1.33/-0.441/3*3.56*0.441/)= 0.9 knm w = 1.4DL LL = 9.91 kn Axial deisgn P fd = 9.91 kn f a = P fd / A /n= 9.91*1000/870/= 1.73 N/mm slendereness ratio, = L/r 750/7= <180 From table of HK005, reduced axial stress, p a = 195 N/mm > 1.73 N/mm Bending design Eccentric moment, M fe = (1.33/3*9.91*1.33/-0.441/3*9.91*0.441/)/= 1.8 knm f b = M f e / Z = 1.8*10^6/149000= 8.59 N/mm < 0 N/mm Case : 1.DL+1.LL+1.WL (downward) 1.DL+1.LL+1.WL (downward) Section Factored Self weight of nos. RHS post = 1.*.6*9.81/1000*750/1000*= 0.95 kn Factored Axial compression from RHS beam, P f = kn Factored axial compression, P fd = 11.8 kn Factored moment, M f = 9.57 knm Axial deisgn P fd = 11.8 kn f a = P fd / A/n = 11.8*1000/870/=.06 N/mm slendereness ratio, = L/r 750/7= <180 From table of HK005, reduced axial stress, p a = 195 N/mm >.06 N/mm

13 Bending design M f = 9.57 knm f b = M f / Z/ n = 9.57*10^6/149000/= 3.11 N/mm < 0 N/mm Case 3 : 1.DL + 1.LL + 1.WL (lateral) Load widith per RHS post bay, b = Load length per RHS post bay, L = Load area per SHS post, A = 1.9*.5= No. of slat at roof deck, n = Height of SHS post, H = Dead load: self weight of slat = self weight of 00x100x.6kg/m RHS = Self weight of 160x180x14.4kg/m SHS = 1.9 m.5 m 4.75 m m 0.063*1.9*14=.6*9.81/1000*.5= 14.4*9.81/1000*.75*= 1.68 kn 0.55 kn 0.78 kn 3.01 kn Live load : Maintenance live load = 0.75*4.75= 3.56 kn Lateral wind load assessment: Area I 500 Area II 00 Area III 750 Lateral wind load Section (Lateral wind load) Design wind pressure, q w =S a *C p *q z = 4.81 kpa I- Roof Deck II- 00x100x.3kg/m RHS post-nos. Of 0.7m long III- 00x100x.3kg/m SHS post nos. Of.75m long (1) () (3)=(1)*()*qw (4) (5)=(3)*(4) Area Project area, A (m) Nos of Projected Wind shear, S Level arm, L Moment, M b x d Area, n (kn) (m) (knm) I 0.09 x II 0.5 x III 0.1 x

14 Design factored Axial compression, P f = 1.DL + 1.LL= 1.* *3.56= 7.88 kn Design factored lateral wind shear, V f = 1.*S = 1.*3.95= 4.74 kn Design factored bending moment, M f = 1.*M = 1.*7.39= 8.87 knm Axial deisgn P fd = 7.88 kn f a = P fd / A /n= 7.88*1000/870/= 1.37 N/mm slendereness ratio, = L/r 750/7= <180 From table of HK005, reduced axial stress, pa = 195 N/mm > 1.37 N/mm Shear design V f = 4.74 kn f v = V f / A /n= 4.74*1000/870/= 0.83 N/mm > 0.6*0 N/mm Bending design M f = 8.87 knm = 13 N/mm f b = M f / Z /n= 8.87*10^6/149000/= 9.77 N/mm < 0 N/mm Weld Design Consider one post Weld length provided, L w = *10+*80+4*10= 660 mm Weld Moment of inertia, I = *10*80^+*1/1*80^3+4*1/1*10^3+4*80*40^= mm 3 w w Weld Elastic modulus, Z = /(00)= mm Factored Axial compression, P f = Factored Shear, V f = Factored moment, M f = 7.88 kn 4.74 kn 8.87 knm Axial Weld stress, f aw = P f / L w /n = 7.88*1000/660/= 5.97 N/mm Shear Weld stress, f vw = V f / L w /n = 4.74*1000/660/= 3.59 N/mm Bending weld stress, f bw = M f / Z w /n = 8.87*10^6/13013/= N/mm For conservative design, Combined weld stress, f ew = f bw +f aw +f vw = = 350 N/mm Provide 6 mm fillet weld Provided weld strength, p w = 0.7*0*6= 94 N/mm > 350 N/mm Case 4 : 1.4DL+1.4WL (lateral) Design factored Axial compression, P f = 1.4DL 1.4*3.01= 4.1 kn Design factored lateral wind shear, V f = 1.4*S = 1.4*3.95= 5.53 kn Design factored bending moment, M f = 1.4*M = 1.4*7.39= knm Axial deisgn P fd = 4.1 kn f a = P fd / A /n= 4.1*1000/870/= 0.73 N/mm

15 slendereness ratio, = L/r 750/7= <180 From table of HK005, reduced axial stress, pa = 195 N/mm > 0.73 N/mm Shear design V f = 5.53 kn f v = V f / A/n = 5.53*1000/870/= 0.96 N/mm < 0.6*0 N/mm Bending design M f = knm = 13 N/mm f b = M f / Z/n = 10.35*10^6/149000/ = N/mm < 0 N/mm Weld Design Weld length provided, L w = *10+*80+4*10= 660 mm Weld Moment of inertia, I = *10*80^+*1/1*80^3+4*1/1*10^3+4*80*40^= mm 3 w w Weld Elastic modulus, Z = /(00)= mm Factored Axial compression, P f = Factored Shear, V f = Factored moment, M f = 4.1 kn 5.53 kn knm Axial Weld stress, f aw = P f / L w /n = 4.1*1000/660/= 3.19 N/mm Shear Weld stress, f vw = V f / L w /n = 5.53*1000/660/= 4.19 N/mm Bending weld stress, f bw = M f / Z w /n = 10.35*10^6/13013/= N/mm For conservative design, Combined weld stress, f ew = f bw +f aw +f vw = = 405 N/mm Provide 6 mm fillet weld Provided weld strength, p w = 0.7*0*6= 94 N/mm > 405 N/mm Case 5 : 1.4DL+1.4WL (downward) Load widith per SHS post bay, b = 1.9 m Load length per SHS post bay, L =.5 m Load area per SHS post, A = 1.9*.5= 4.75 m No. of slat at roof deck, n = 14 Height of SHS post, H =.75 m Dead load: self weight of slat = 0.063*1.9*14= 1.68 kn self weight of 00x100x.6kg/m RHS =.6*9.81/1000*.5= 0.55 kn Self weight of nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*.75*= 0.78 kn 3.01 kn 1.4DL = 1.4*3.01= 4.14 kn

16 Downward wind load : Nos. of slat, n = 14 design wind pressure, qw = 4.81 kpa load width per slat, B = 60 mm (Section)

17 Downward wind load, WL downward = 60/1000*1.9*14*4.81= 7.68 kn Eccentric moment, M e,downward = 7.68*1.935/= 7.43 knm 1.4DL * WL downward = 1.4*M e,downward = 13.6 kn knm Axial deisgn P fd = 13.6 kn f a = P fd / A /n= *1000/870/=.37 N/mm slendereness ratio, = L/r 750/7= <180 From table of HK005, reduced axial stress, pa = 195 N/mm >.37 N/mm Bending design M f = knm f b = M f / Z /n= 10.40*10^6/149000/ = N/mm < 0 N/mm Weld Design Weld length provided, L w = *10+*80+4*10= 660 mm Weld Moment of inertia, I = *10*80^+*1/1*80^3+4*1/1*10^3+4*80*40^= mm 3 w w Weld Elastic modulus, Z = /(00)= mm Factored Axial compression, P f = Factored moment, M f = 13.6 kn knm Axial Weld stress, f aw = P f / L w /n = *1000/660 /= 10.9 N/mm Bending weld stress, f bw = M f / Z w /n = 10.40*10^6/13013/ = N/mm For conservative design, Combined weld stress, f ew = f bw +f aw +f vw = = 410 N/mm Provide 6 mm fillet weld Provided weld strength, p w = 0.7*0*6= 94 N/mm > 410 N/mm Case 6 : 1.0DL-1.4WL (downward) Load widith per SHS post bay, b = 1.9 m Load length per SHS post bay, L =.5 m Load area per SHS post, A = 1.9*.5= 4.75 m No. of slat at roof deck, n = 14 Height of SHS post, H =.75 m Dead load: self weight of slat = 0.063*1.9*14= 1.68 kn self weight of 00x100x.6kg/m RHS =.6*9.81/1000*.5= 0.55 kn Self weight of nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*.75*= 0.78 kn 3.01 kn Live load : Maintenance live load = 0.75*4.75= 3.56 kn 1.0DL = 1.0*3.01= 3.01 kn

18 Downward wind load : Nos. of slat, n = 14 design wind pressure, qw = 4.81 kpa load width per slat, B = 60 mm (Section) Downward wind load, WL downward = 60/1000*1.9*14*4.81= 7.68 kn Eccentric moment, M e,downward = 7.68*1.935/= 7.43 knm 1.0DL * WL downward = 1.4*M e,downward = 11.9 kn knm Axial deisgn P fd = 11.9 kn f a = P fd / A /n= *1000//=.07 N/mm slendereness ratio, = L/r 750/7= <180 From table of HK005, reduced axial stress, pa = 195 N/mm >.07 N/mm Bending design M f = knm f b = M f / Z /n= 10.40*10^6/149000/ = N/mm < 0 N/mm Weld Design Weld length provided, L w = *10+*80+4*10= 660 mm Weld Moment of inertia, I = *10*80^+*1/1*80^3+4*1/1*10^3+4*80*40^= mm 3 w w Weld Elastic modulus, Z = /(00)= mm Factored Axial compression, P f = Factored moment, M f = 11.9 kn knm Axial Weld stress, f aw = P f / L w /n = *1000/660 /= 9.01 N/mm Bending weld stress, f bw = M f / Z w /n = 10.40*10^6/13013/ = N/mm For conservative design,

19 Combined weld stress, f ew = f bw +f aw +f vw = = 409 N/mm Provide 6 mm fillet weld Provided weld strength, p w = 0.7*0*6= 94 N/mm > 409 N/mm

20 Design of anchor bolt Plan Consider Case 1 and Case 5 for steel post, Factored Axial compression, P f = 13.6 kn (Case 5 control) Factored Shear, V f = 5.5 kn (Case 4 control) Factored moment, Mf = knm (Case 5 control) Anchor bolt design is performed by Hilti's computer program. Please refer next page. Provide 8 nos. HIT-RE500/HAS-E M16x15 bolt

21 Loading schedule (unfactored load) Item DL LL DL+LL Lateral wind Upward/downward wind Axial (kn) Axial (kn) Axial (kn) Shear (kn) Moment (knm) Axial (kn) Pergola 4 at Area H

22 7. Pergola 3 at Area D : Loading assessment and design 5

25 Load combination : 1. DL + 1.LL + 1.WL (download) control and is used for design Bolt design M10 Grade 8.8 Bolt, A b = No. of bolt, n = 58 mm Factored Shear from slat, V f = 0.4 kn Bolt Shear stress, f vb = V f / (n*a b ) = 3.6 N/mm < 375 N/mm 80 mm (D) x 50 mm (B) x 4 mm steel plate Moment of inertia, I 1/1*4*80^3= mm 4 Elastic modulus, Z = /(80/)= 467 mm 3 Shear Area, A = 80*4= 30 mm v Factored Shear from slat, V f = 0.4 kn No. of plate provided per slat, n = Plate shear stress, f vp = V f / A v / n = 0.66 N/mm < 0.6*0 N/mm = 13 N/mm Eccentricity, e = Factored eccentric moment, M e = V f *e = 0.4*5/1000= 5 mm 0.01 knm Plate bending stress, f bp = M e / Z / n = 0.01*10^6//467= 1.17 N/mm < 0 N/mm Weld design for 80x50x4mm steel plate and 00x100x.6kg/m GMS RHS Weld length provided, L w = 80*= 160 mm Weld Moment of inertia, I = 1/1*80^3= 4667 mm 3 w Weld Elastic modulus, Zw = 4667/(80/)= 1067 mm Factored Shear from slat, V f = Factored Eccentric moment, M e = 0.4 kn 0.01 knm Shear Weld stress, f vw = V f / L w = 0.4*1000/160=.63 N/mm Bending weld stress, f bw = M e / Z w = 0.01*10^6/1067= 9.37 N/mm Combined weld stress, f ew = (f bw^+f vw^)^1/ = 9.73 N/mm Provide 4 mm fillet weld Provided weld strength, p w = 0.7*0*4= 616 N/mm > 9.73 N/mm

26 Design for 00x100x.6kg/m GMS RHS supporting slat Load combination : 1. DL + 1.LL + 1.WL (download) control and is used for design Design this RHS Section Plan Design 00x100x.6kg/m RHS as cantilever beam 00x100x.6kg/m GMS RHS I = Z = A = mm mm3 870 mm Length of RHS = 131 mm No. of Point load from slat, n = 14 Factored Self weight of RHS = 1.*.6*9.81/1000= 0.7 kn/m Equivalent Factored UDL on RHS, w = 0.4**14/(131/1000)= 5.5 kn/m 5.79 kn/m Cantilever span, L = 1764 mm Factored moment, M f = 1/*5.79*(1764/1000)^= 9.01 knm Factored Shear, V f = 5.79*1764/1000= 10.1 kn Bending design f b = M f / Z = 9.01*10^6/149000= N/mm < 0 N/mm Shear design f v = V f / A v = 10.1*1000/870= 3.56 N/mm < 0.6*0 N/mm = 13 N/mm Deflection design UDL on RHS, wu = 5.5/1.= 4.6 kn/m E = N/mm d = wl^4 / 8EI = 3.87 mm < L / 180 = mm

27 Design of Bolt joint at 00x100x.6kg/m vertical RHS post supporting RHS cantilever beam Load combination : 1. DL + 1.LL + 1.WL (download) control and is used for design Design this bolt joint Loaded Unloaded Section Section Consider only larger projection is loaded and small projection unload for worst case design. Bolt design Area per bolt, A b = No. of bolt provided, n = mm For the bolt group, I xx = I yy = I p = I xx + I yy = mm mm 0000 mm Factored Direct Shear for bolt group, V f = Factored Moment for bolt group, M f = 10.1 kn 9.01 knm Distance of bolt group centroid to one bolt(= ) 1/ = 71 mm Factored shear from bending, V fb = 9.01*10^6*71/0000/1000= kn For conservative design Factored design shear for bolt, V fd = V fb + V f = = 4. kn Bolt shear stress, f vb = V fd / A b = 4.*1000/157= N/mm < 375 N/mm

28 Design of 00x100x.6kg/m RHS Vertical post Design this steel post Each 00x100x.6kg/m RHS Vertical Post I = mm 4 Z = mm 3 A = 870 mm r = 7 mm Effective Height of RHS post, H = No of post provided, n = 750 mm Case 1 : 1.4DL+1.6LL Load widith per RHS post bay, b = Load length per RHS post bay, L = Load area per RHS post, A =.77*.131= No. of slat at roof deck, n = Height of RHS post, H = Dead load: self weight of slat = self weight of 00x100x.6kg/m RHS = Self weight of 160x80x14.4kg/m SHS =.77 m.131 m 5.91 m m 0.063*.77*14=.6*9.81/1000*.131= 14.4*9.81/1000*.75*=.44 kn 0.47 kn 0.78 kn 3.69 kn Live load : Maintenance live load = 0.75*5.91= 4.43 kn DL eccentric moment, M de = (1.33/3*3.69*1.33/-0.441/3*3.69*0.441/)= 0.96 knm LL eccentric moment, M le = (1.33/3*4.43*1.33/-0.441/3*4.43*0.441/)= 1.15 knm w = 1.4DL LL = 1.54 kn

29 Axial deisgn P fd = 1.54 kn f a = P fd / A /n= 1.54*1000/870/=.13 N/mm slendereness ratio, = L/r 750/7= <180 From table of HK005, reduced axial stress, p a = 195 N/mm >.13 N/mm Bending design Eccentric moment, M fe = (1.33/3*1.54*1.33/-0.441/3*1.54*0.441/)/= 1.59 knm f b = M f e / Z = 1.59*10^6/149000= N/mm < 0 N/mm Case : 1.DL+1.LL+1.WL (downward) 1.DL+1.LL+1.WL (downward) Section Factored Self weight of nos. RHS post = 1.*.6*9.81/1000*750/1000*= 0.95 kn Factored Axial compression from RHS beam, P f = 10.1 kn Factored axial compression, P fd = kn Factored moment, M f = 9.01 knm Axial deisgn P fd = kn f a = P fd / A/n = 11.16*1000/870/= 1.94 N/mm slendereness ratio, = L/r 750/7= <180 From table of HK005, reduced axial stress, p a = 195 N/mm > 1.94 N/mm Bending design M f = 9.01 knm f b = M f / Z/ n = 9.01*10^6/149000/= 30.3 N/mm < 0 N/mm

30 Case 3 : 1.DL + 1.LL + 1.WL (lateral) Load widith per RHS post bay, b = Load length per RHS post bay, L = Load area per SHS post, A =.77*.131= No. of slat at roof deck, n = Height of SHS post, H = Dead load: self weight of slat = self weight of 00x100x.6kg/m RHS = Self weight of 160x180x14.4kg/m SHS =.77 m.131 m 5.91 m m 0.063*.77*14=.6*9.81/1000*.131= 14.4*9.81/1000*.75*=.44 kn 0.47 kn 0.78 kn 3.69 kn Live load : Maintenance live load = 0.75*5.91= 4.43 kn Lateral wind load assessment: Area I 500 Area II 00 Area III 750 Lateral wind load Section (Lateral wind load) Design wind pressure, q w =S a *C p *q z = 7.6 kpa I- Roof Deck II- 00x100x.3kg/m RHS post-nos. Of 0.7m long III- 00x100x.3kg/m SHS post nos. Of.75m long (1) () (3)=(1)*()*qw (4) (5)=(3)*(4) Area Project area, A (m) Nos of Projected Wind shear, S Level arm, L Moment, M b x d Area, n (kn) (m) (knm) I 0.09 x II 0.5 x III 0.1 x Design factored Axial compression, P f = 1.DL + 1.LL= 1.* *4.43= 9.74 kn Design factored lateral wind shear, V f = 1.*S = 1.*6.85= 8. kn Design factored bending moment, M f = 1.*M = 1.*13.35= 16.0 knm

31 Axial deisgn P fd = 9.74 kn f a = P fd / A /n= 9.74*1000/870/= 1.7 N/mm slendereness ratio, = L/r 750/7= <180 From table of HK005, reduced axial stress, pa = 195 N/mm > 1.7 N/mm Shear design V f = 8. kn f v = V f / A /n= 8.*1000/870/= 1.43 N/mm > 0.6*0 N/mm Bending design M f = 16.0 knm = 13 N/mm f b = M f / Z /n= 16.0*10^6/149000/= N/mm < 0 N/mm Weld Design Consider one post Weld length provided, L w = *10+*80+4*10= 660 mm Weld Moment of inertia, I = *10*80^+*1/1*80^3+4*1/1*10^3+4*80*40^= mm 3 w w Weld Elastic modulus, Z = /(00)= mm Factored Axial compression, P f = Factored Shear, V f = Factored moment, M f = 9.74 kn 8. kn 16.0 knm Axial Weld stress, f aw = P f / L w /n = 9.74*1000/660/= 7.38 N/mm Shear Weld stress, f vw = V f / L w /n = 8.*1000/660/= 6.3 N/mm Bending weld stress, f bw = M f / Z w /n = 16.0*10^6/13013/= N/mm For conservative design, Combined weld stress, f ew = f bw +f aw +f vw = = 69 N/mm Provide 6 mm fillet weld Provided weld strength, p w = 0.7*0*6= 94 N/mm > 69 N/mm Case 4 : 1.4DL+1.4WL (lateral) Design factored Axial compression, P f = 1.4DL 1.4*3.69= 5.17 kn Design factored lateral wind shear, V f = 1.4*S = 1.4*6.85= 9.59 kn Design factored bending moment, M f = 1.4*M = 1.4*13.35= knm Axial deisgn P fd = 5.17 kn f a = P fd / A /n= 5.17*1000/870/= 0.9 N/mm slendereness ratio, = L/r 750/7= <180 From table of HK005, reduced axial stress, pa = 195 N/mm > 0.9 N/mm Shear design

32 V f = 9.59 kn f v = V f / A/n = 9.59*1000/870/= 1.67 N/mm < 0.6*0 N/mm Bending design M f = knm = 13 N/mm f b = M f / Z/n = 18.69*10^6/149000/ = 6.7 N/mm < 0 N/mm Weld Design Weld length provided, L w = *10+*80+4*10= 660 mm Weld Moment of inertia, I = *10*80^+*1/1*80^3+4*1/1*10^3+4*80*40^= mm 3 w w Weld Elastic modulus, Z = /(00)= mm Factored Axial compression, P f = Factored Shear, V f = Factored moment, M f = 5.17 kn 9.59 kn knm Axial Weld stress, f aw = P f / L w /n = 5.17*1000/660/= 3.9 N/mm Shear Weld stress, f vw = V f / L w /n = 9.59*1000/660/= 7.7 N/mm Bending weld stress, f bw = M f / Z w /n = 18.69*10^6/13013/= N/mm For conservative design, Combined weld stress, f ew = f bw +f aw +f vw = = 79 N/mm Provide 6 mm fillet weld Provided weld strength, p w = 0.7*0*6= 94 N/mm > 79 N/mm Case 5 : 1.4DL+1.4WL (downward) Load widith per SHS post bay, b =.77 m Load length per SHS post bay, L =.131 m Load area per SHS post, A =.77*.131= 5.91 m No. of slat at roof deck, n = 14 Height of SHS post, H =.75 m Dead load: self weight of slat = 0.063*.77*14=.44 kn self weight of 00x100x.6kg/m RHS =.6*9.81/1000*.131= 0.47 kn Self weight of nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*.75*= 0.78 kn 3.69 kn 1.4DL = 1.4*3.69= kn

33 Downward wind load : Nos. of slat, n = 14 design wind pressure, qw = 7.6 kpa load width per slat, B = 60 mm (Section) Downward wind load, WL downward = 60/1000*.77*14*7.6= kn Eccentric moment, M e,downward = 17.74*1.935/= knm 1.4DL * WL downward = 1.4*M e,downward = 3.1 kn 4.04 knm Axial deisgn P fd = 3.1 kn f a = P fd / A /n= *1000/870/= 5.59 N/mm slendereness ratio, = L/r 750/7= <180 From table of HK005, reduced axial stress, pa = 195 N/mm > 5.59 N/mm Bending design M f = 4.04 knm f b = M f / Z /n= 4.04*10^6/149000/ = 80.6 N/mm < 0 N/mm Weld Design Weld length provided, L w = *10+*80+4*10= 660 mm Weld Moment of inertia, I = *10*80^+*1/1*80^3+4*1/1*10^3+4*80*40^= mm 3 w w Weld Elastic modulus, Z = /(00)= mm Factored Axial compression, P f = Factored moment, M f = 3.1 kn 4.04 knm Axial Weld stress, f aw = P f / L w /n = *1000/660 /= 4.9 N/mm Bending weld stress, f bw = M f / Z w /n = 4.04*10^6/13013/ = N/mm

34 1/ Combined weld stress, f ew = (f bw +f aw ) = (93.08^+4.9^)^0.5= 93 N/mm Provide 6 mm fillet weld Provided weld strength, p w = 0.7*0*6= 94 N/mm > 93 N/mm Case 6 : 1.0DL-1.4WL (downward) Load widith per SHS post bay, b =.77 m Load length per SHS post bay, L =.131 m Load area per SHS post, A =.77*.131= 5.91 m No. of slat at roof deck, n = 14 Height of SHS post, H =.75 m Dead load: self weight of slat = 0.063*.77*14=.44 kn self weight of 00x100x.6kg/m RHS =.6*9.81/1000*.131= 0.47 kn Self weight of nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*.75*= 0.78 kn 3.69 kn Live load : Maintenance live load = 0.75*5.91= 4.43 kn 1.0DL = 1.0*3.69= 3.69 kn Downward wind load : Nos. of slat, n = 14 design wind pressure, qw = 7.6 kpa load width per slat, B = 60 mm (Section) Downward wind load, WL downward = 60/1000*.77*14*7.6= kn Eccentric moment, M e,downward = 17.74*1.935/= knm 1.0DL * WL downward = 1.4*M e,downward =.9 kn 4.04 knm Axial deisgn

35 P fd =.9 kn f a = P fd / A /n=.906*1000//= 3.99 N/mm slendereness ratio, = L/r 750/7= <180 From table of HK005, reduced axial stress, pa = 195 N/mm > 3.99 N/mm Bending design M f = 4.04 knm f b = M f / Z /n= 4.04*10^6/149000/ = 80.6 N/mm < 0 N/mm Weld Design Weld length provided, L w = *10+*80+4*10= 660 mm Weld Moment of inertia, I = *10*80^+*1/1*80^3+4*1/1*10^3+4*80*40^= mm 3 w w Weld Elastic modulus, Z = /(00)= mm Factored Axial compression, P f = Factored moment, M f =.9 kn 4.04 knm Axial Weld stress, f aw = P f / L w /n =.906*1000/660 /= N/mm Bending weld stress, f bw = M f / Z w /n = 4.04*10^6/13013/ = N/mm For conservative design, 1/ Combined weld stress, f ew = (f bw +f aw ) = (93.08^+.906^)^0.5= 93 N/mm Provide 6 mm fillet weld Provided weld strength, p w = 0.7*0*6= 94 N/mm > 93 N/mm Design of anchor bolt Plan Consider Case 1 and Case 5 for steel post, Factored Axial compression, P f = 3.1 kn (Case 5 control) Factored Shear, V f = Factored moment, Mf = 9.6 kn 4.04 knm Anchor bolt design is performed by Hilti's computer program. Please refer next page. Provide 8 nos. HIT-RE500/HAS-E M16x15 bolt (Case 4 control) (Case 5 control)

36 Loading schedule (unfactored load) Item DL LL DL+LL Lateral wind Upward/downward wind Axial (kn) Axial (kn) Axial (kn) Shear (kn) Moment (knm) Axial (kn) Pergola 4 at Area H

37 8. Pergola 4 at Area H1 : Loading assessment and design 6

40 Load combination : 1. DL + 1.LL + 1.WL (download) control and is used for design Bolt design M10 Grade 8.8 Bolt, A b = No. of bolt, n = 58 mm Factored Shear from slat, V f = 0.4 kn Bolt Shear stress, f vb = V f / (n*a b ) = 3.6 N/mm < 375 N/mm 80 mm (D) x 50 mm (B) x 4 mm steel plate Moment of inertia, I 1/1*4*80^3= mm 4 Elastic modulus, Z = /(80/)= 467 mm 3 Shear Area, A = 80*4= 30 mm v Factored Shear from slat, V f = 0.4 kn No. of plate provided per slat, n = Plate shear stress, f vp = V f / A v / n = 0.66 N/mm < 0.6*0 N/mm = 13 N/mm Eccentricity, e = Factored eccentric moment, M e = V f *e = 0.4*5/1000= 5 mm 0.01 knm Plate bending stress, f bp = M e / Z / n = 0.01*10^6//467= 1.17 N/mm < 0 N/mm Weld design for 80x50x4mm steel plate and 160x80x17.5kg/m GMS RHS Weld length provided, L w = 80*= 160 mm Weld Moment of inertia, I = 1/1*80^3= 4667 mm 3 w Weld Elastic modulus, Zw = 4667/(80/)= 1067 mm Factored Shear from slat, V f = Factored Eccentric moment, M e = 0.4 kn 0.01 knm Shear Weld stress, f vw = V f / L w = 0.4*1000/160=.63 N/mm Bending weld stress, f bw = M e / Z w = 0.01*10^6/1067= 9.37 N/mm Combined weld stress, f ew = (f bw^+f vw^)^1/ = 9.73 N/mm Provide 4 mm fillet weld Provided weld strength, p w = 0.7*0*4= 616 N/mm > 9.73 N/mm

41 Design for 160x80x17.5kg/m GMS RHS supporting slat Load combination : 1. DL + 1.LL + 1.WL (download) control and is used for design Design this RHS Section Plan Design 160x80x17.5kg/m RHS as cantilever beam 160x80x14.4kg/m GMS RHS I = Z = A = mm mm mm Length of RHS = 004 mm No. of Point load from slat, n = 13 Factored Self weight of RHS = 1.*.6*9.81/1000= 0.7 kn/m Equivalent Factored UDL on RHS, w = 0.4**13/(004/1000)= 5.45 kn/m 5.7 kn/m Cantilever span, L = 1476 mm Factored moment, M f = 1/*5.7*(1476/1000)^= 6.3 knm Factored Shear, V f = 5.7*1476/1000= 8.44 kn Bending design f b = M f / Z = 6.3*10^6/76500= N/mm < 0 N/mm Shear design f v = V f / A v = 8.44*1000/1840= 4.59 N/mm < 0.6*0 N/mm = 13 N/mm Deflection design UDL on RHS, wu = 5.45/1.= 4.54 kn/m E = N/mm d = wl^4 / 8EI = 7.3 mm < L / 180 = mm

42 Design of Bolt joint at 160x80x17.5kg/m vertical RHS post supporting RHS cantilever beam Load combination : 1. DL + 1.LL + 1.WL (download) control and is used for design Design this bolt joint Loaded Unloaded Section Section Consider only larger projection is loaded and small projection unload for worst case design. Bolt design Area per bolt, A b = No. of bolt provided, n = mm For the bolt group, I xx = I yy = I p = I xx + I yy = mm mm 0000 mm Factored Direct Shear for bolt group, V f = Factored Moment for bolt group, M f = 8.44 kn 6.3 knm Distance of bolt group centroid to one bol ( ) 1/ = 71 mm Factored shear from bending, V fb = 6.3*10^6*71/0000/1000=.1 kn For conservative design Factored design shear for bolt, V fd = V fb + V f = = kn Bolt shear stress, f vb = V fd / A b = 30.56*1000/157= N/mm < 375 N/mm

43 Design of 160x80x17.5kg/m RHS Vertical post Design this steel post Each 160x80x17.5kg/m RHS Vertical Post I = mm 4 Z = mm 3 A = 1840 mm r = 58 mm Effective Height of RHS post, H = 750 mm No of post provided, n = Case 1 : 1.4DL+1.6LL Load widith per RHS post bay, b = Load length per RHS post bay, L = Load area per RHS post, A =.1*.005= No. of slat at roof deck, n = Height of RHS post, H = Dead load: self weight of slat = self weight of 00x100x.6kg/m RHS = Self weight of 160x80x14.4kg/m SHS =.1 m.005 m 4.1 m m 0.063*.1*13=.6*9.81/1000*.005= 14.4*9.81/1000*.75*= 1.7 kn 0.44 kn 0.78 kn.94 kn Live load : Maintenance live load = 0.75*4.1= 3.16 kn DL eccentric moment, M de = (1.33/3*.94*1.33/-0.441/3*.94*0.441/)= 0.76 knm LL eccentric moment, M le = (1.33/3*3.16*1.33/-0.441/3*3.16*0.441/)= 0.8 knm w = 1.4DL LL = 9.17 kn

44 Axial deisgn P fd = 9.17 kn f a = P fd / A /n= 9.17*1000/1840/=.49 N/mm slendereness ratio, = L/r 750/58= <180 From table of HK005, reduced axial stress, p a = 195 N/mm >.49 N/mm Bending design Eccentric moment, M fe = (1.33/3*9.17*1.33/-0.441/3*9.17*0.441/)/= 1.19 knm f b = M f e / Z = 1.19*10^6/76500= N/mm < 0 N/mm Case : 1.DL+1.LL+1.WL (downward) 1.DL+1.LL+1.WL (downward) Section Factored Self weight of nos. RHS post = 1.*.6*9.81/1000*750/1000*= 0.95 kn Factored Axial compression from RHS beam, P f = 8.44 kn Factored axial compression, P fd = 9.39 kn Factored moment, M f = 6.3 knm Axial deisgn P fd = 9.39 kn f a = P fd / A/n = 9.39*1000/1840/=.55 N/mm slendereness ratio, = L/r 750/58= <180 From table of HK005, reduced axial stress, p a = 195 N/mm >.55 N/mm Bending design M f = 6.3 knm f b = M f / Z/ n = 6.3*10^6/76500/= 40.7 N/mm < 0 N/mm

45 Case 3 : 1.DL + 1.LL + 1.WL (lateral) Load widith per RHS post bay, b = Load length per RHS post bay, L = Load area per SHS post, A =.1*.005= No. of slat at roof deck, n = Height of SHS post, H = Dead load: self weight of slat = self weight of 00x100x.6kg/m RHS = Self weight of 160x180x14.4kg/m SHS =.1 m.005 m 4.1 m m 0.063*.1*13=.6*9.81/1000*.005= 14.4*9.81/1000*.75*= 1.7 kn 0.44 kn 0.78 kn.94 kn Live load : Maintenance live load = 0.75*4.1= 3.16 kn Lateral wind load assessment: Area I 500 Area II 160 Area III 750 Lateral wind load Section (Lateral wind load) Design wind pressure, q w =S a *C p *q z = 7.6 kpa I- Roof Deck II- 160x80x14.4kg/m RHS post-nos. Of 0.7m long III- 160x80x14.4kg/m SHS post -.75m long (1) () (3)=(1)*()*qw (4) (5)=(3)*(4) Area Project area, A (m) Nos of Projected Wind shear, S Level arm, L Moment, M b x d Area, n (kn) (m) (knm) I 0.09 x II 0.5 x III 0.08 x Design factored Axial compression, P f = 1.DL + 1.LL= 1.*.94+1.*3.16= 7.3 kn Design factored lateral wind shear, V f = 1.*S = 1.*5.55= 6.66 kn Design factored bending moment, M f = 1.*M = 1.*10.93= 13.1 knm

46 Axial deisgn P fd = 7.3 kn f a = P fd / A /n= 7.3*1000/1840/= 1.99 N/mm slendereness ratio, = L/r 750/58= <180 From table of HK005, reduced axial stress, pa = 195 N/mm > 1.99 N/mm Shear design V f = 6.66 kn f v = V f / A /n= 6.66*1000/1840/= 1.81 N/mm > 0.6*0 N/mm Bending design M f = 13.1 knm = 13 N/mm f b = M f / Z /n= 13.1*10^6/76500/= N/mm < 0 N/mm Weld Design Consider one post Weld length provided, L w = *10+*80+4*10= 660 mm Weld Moment of inertia, I = *10*80^+*1/1*80^3+4*1/1*10^3+4*80*40^= mm 3 w w Weld Elastic modulus, Z = /(00)= mm Factored Axial compression, P f = Factored Shear, V f = Factored moment, M f = 7.3 kn 6.66 kn 13.1 knm Axial Weld stress, f aw = P f / L w /n = 7.3*1000/660/= 5.55 N/mm Shear Weld stress, f vw = V f / L w /n = 6.66*1000/660/= 5.05 N/mm Bending weld stress, f bw = M f / Z w /n = 13.1*10^6/13013/= N/mm For conservative design, Combined weld stress, f ew = f bw +f aw +f vw = = 515 N/mm Provide 6 mm fillet weld Provided weld strength, p w = 0.7*0*6= 94 N/mm > 515 N/mm Case 4 : 1.4DL+1.4WL (lateral) Design factored Axial compression, P f = 1.4DL 1.4*.94= 4.1 kn Design factored lateral wind shear, V f = 1.4*S = 1.4*5.55= 7.77 kn Design factored bending moment, M f = 1.4*M = 1.4*10.93= 15.3 knm Axial deisgn P fd = 4.1 kn f a = P fd / A /n= 4.1*1000/1840/= 1.1 N/mm slendereness ratio, = L/r 750/58= <180 From table of HK005, reduced axial stress, pa = 195 N/mm > 1.1 N/mm

47 Shear design V f = 7.77 kn f v = V f / A/n = 7.77*1000/1840/=.11 N/mm < 0.6*0 N/mm Bending design M f = 15.3 knm = 13 N/mm f b = M f / Z/n = 15.3*10^6/76500/ = 100 N/mm < 0 N/mm Weld Design Weld length provided, L w = *10+*80+4*10= 660 mm Weld Moment of inertia, I = *10*80^+*1/1*80^3+4*1/1*10^3+4*80*40^= mm 3 w w Weld Elastic modulus, Z = /(00)= mm Factored Axial compression, P f = Factored Shear, V f = Factored moment, M f = 4.1 kn 7.77 kn 15.3 knm Axial Weld stress, f aw = P f / L w /n = 4.1*1000/660/= 3.1 N/mm Shear Weld stress, f vw = V f / L w /n = 7.77*1000/660/= 5.89 N/mm Bending weld stress, f bw = M f / Z w /n = 15.3*10^6/13013/= N/mm For conservative design, Combined weld stress, f ew = f bw +f aw +f vw = = 597 N/mm Provide 6 mm fillet weld Provided weld strength, p w = 0.7*0*6= 94 N/mm > 597 N/mm Case 5 : 1.4DL+1.4WL (downward) Load widith per SHS post bay, b =.1 m Load length per SHS post bay, L =.005 m Load area per SHS post, A =.1*.005= 4.1 m No. of slat at roof deck, n = 13 Height of SHS post, H =.75 m Dead load: self weight of slat = 0.063*.1*13= 1.7 kn self weight of 00x100x.6kg/m RHS =.6*9.81/1000*.005= 0.44 kn Self weight of nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*.75*= 0.78 kn.94 kn 1.4DL = 1.4*.94= kn

48 Downward wind load : Nos. of slat, n = 13 design wind pressure, qw = 7.6 kpa load width per slat, B = 60 mm (Section) Downward wind load, WL downward = 60/1000*.1*13*7.6= 1.48 kn Eccentric moment, M e,downward = 1.48*1.935/= 1.07 knm 1.4DL * WL downward = 1.4*M e,downward = 3. kn knm Axial deisgn P fd = 3. kn f a = P fd / A /n= 3.344*1000/1840/= 6.31 N/mm slendereness ratio, = L/r 750/58= <180 From table of HK005, reduced axial stress, pa = 195 N/mm > 6.31 N/mm Bending design M f = knm f b = M f / Z /n= *10^6/76500/ = N/mm < 0 N/mm Weld Design Weld length provided, L w = *10+*80+4*10= 660 mm Weld Moment of inertia, I = *10*80^+*1/1*80^3+4*1/1*10^3+4*80*40^= mm 3 w w Weld Elastic modulus, Z = /(00)= mm Factored Axial compression, P f = Factored moment, M f = 3. kn knm Axial Weld stress, f aw = P f / L w /n = 3.344*1000/660 /= 17.6 N/mm Bending weld stress, f bw = M f / Z w /n = *10^6/13013/ = N/mm

49 For conservative design, Combined weld stress, f ew = f bw +f aw +f vw = = 667 N/mm Provide 6 mm fillet weld Provided weld strength, p w = 0.7*0*6= 94 N/mm > 667 N/mm Case 6 : 1.0DL-1.4WL (downward) Load widith per SHS post bay, b =.1 m Load length per SHS post bay, L =.005 m Load area per SHS post, A =.1*.005= 4.1 m No. of slat at roof deck, n = 13 Height of SHS post, H =.75 m Dead load: self weight of slat = 0.063*.1*13= 1.7 kn self weight of 00x100x.6kg/m RHS =.6*9.81/1000*.005= 0.44 kn Self weight of nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*.75*= 0.78 kn.94 kn Live load : Maintenance live load = 0.75*4.1= 3.16 kn 1.0DL = 1.0*.94=.94 kn Downward wind load : Nos. of slat, n = 13 design wind pressure, qw = 7.6 kpa load width per slat, B = 60 mm (Section) Downward wind load, WL downward = 60/1000*.1*13*7.6= 1.48 kn Eccentric moment, M e,downward = 1.48*1.935/= 1.07 knm 1.0DL * WL downward = 1.4*M e,downward = 16.6 kn knm

50 Axial deisgn P fd = 16.6 kn f a = P fd / A /n= *1000//= 4.51 N/mm slendereness ratio, = L/r 750/58= <180 From table of HK005, reduced axial stress, pa = 195 N/mm > 4.51 N/mm Bending design M f = knm f b = M f / Z /n= *10^6/76500/ = N/mm < 0 N/mm Weld Design Weld length provided, L w = *10+*80+4*10= 660 mm Weld Moment of inertia, I = *10*80^+*1/1*80^3+4*1/1*10^3+4*80*40^= mm 3 w w Weld Elastic modulus, Z = /(00)= mm Factored Axial compression, P f = Factored moment, M f = 16.6 kn knm Axial Weld stress, f aw = P f / L w /n = *1000/660 /= 1.57 N/mm Bending weld stress, f bw = M f / Z w /n = *10^6/13013/ = N/mm For conservative design, 1/ Combined weld stress, f ew = (f bw +f aw ) = (649.7^ ^)^0.5= 649 N/mm Provide 6 mm fillet weld Provided weld strength, p w = 0.7*0*6= 94 N/mm > 649 N/mm Design of anchor bolt Plan Consider Case 1 and Case 5 for steel post, Factored Axial compression, P f = 3. kn (Case 5 control) Factored Shear, V f = Factored moment, Mf = 7.8 kn knm Anchor bolt design is performed by Hilti's computer program. Please refer next page. Provide 8 nos. HIT-RE500/HAS-E M16x15 bolt (Case 4 control) (Case 5 control)

51 Loading schedule (unfactored load) Item DL LL DL+LL Lateral wind Upward/downward wind Axial (kn) Axial (kn) Axial (kn) Shear (kn) Moment (knm) Axial (kn) Pergola 4 at Area H

52 9. Pergola 5 at Area H : Loading assessment and design 7

55 Load combination : 1. DL + 1.LL + 1.WL (download) control and is used for design Bolt design M10 Grade 8.8 Bolt, A b = No. of bolt, n = 58 mm Factored Shear from slat, V f = 0.4 kn Bolt Shear stress, f vb = V f / (n*a b ) = 3.6 N/mm < 375 N/mm 80 mm (D) x 50 mm (B) x 4 mm steel plate Moment of inertia, I 1/1*4*80^3= mm 4 Elastic modulus, Z = /(80/)= 467 mm 3 Shear Area, A = 80*4= 30 mm v Factored Shear from slat, V f = 0.4 kn No. of plate provided per slat, n = Plate shear stress, f vp = V f / A v / n = 0.66 N/mm < 0.6*0 N/mm = 13 N/mm Eccentricity, e = Factored eccentric moment, M e = V f *e = 0.4*5/1000= 5 mm 0.01 knm Plate bending stress, f bp = M e / Z / n = 0.01*10^6//467= 1.17 N/mm < 0 N/mm Weld design for 80x50x4mm steel plate and 160x80x17.5kg/m GMS RHS Weld length provided, L w = 80*= 160 mm Weld Moment of inertia, I = 1/1*80^3= 4667 mm 3 w Weld Elastic modulus, Zw = 4667/(80/)= 1067 mm Factored Shear from slat, V f = Factored Eccentric moment, M e = 0.4 kn 0.01 knm Shear Weld stress, f vw = V f / L w = 0.4*1000/160=.63 N/mm Bending weld stress, f bw = M e / Z w = 0.01*10^6/1067= 9.37 N/mm Combined weld stress, f ew = (f bw^+f vw^)^1/ = 9.73 N/mm Provide 4 mm fillet weld Provided weld strength, p w = 0.7*0*4= 616 N/mm > 9.73 N/mm

56 Design for 160x80x17.5kg/m GMS RHS supporting slat Load combination : 1. DL + 1.LL + 1.WL (download) control and is used for design Design this RHS Section Plan Design 160x80x17.5kg/m RHS as cantilever beam 160x80x17.5kg/m GMS RHS I = Z = A = mm mm mm Length of RHS = 100 mm No. of Point load from slat, n = 14 Factored Self weight of RHS = 1.*.6*9.81/1000= 0.7 kn/m Equivalent Factored UDL on RHS, w = 0.4**14/(100/1000)= 5.6 kn/m 5.87 kn/m Cantilever span, L = 1764 mm Factored moment, M f = 1/*5.87*(1764/1000)^= 9.13 knm Factored Shear, V f = 5.87*1764/1000= kn Bending design f b = M f / Z = 9.13*10^6/76500= N/mm < 0 N/mm Shear design f v = V f / A v = 10.35*1000/1840= 5.63 N/mm < 0.6*0 N/mm = 13 N/mm Deflection design UDL on RHS, wu = 5.6/1.= 4.67 kn/m E = N/mm d = wl^4 / 8EI = 9.05 mm < L / 180 = mm

57 Design of Bolt joint at 160x80x17.5kg/m vertical RHS post supporting RHS cantilever beam Load combination : 1. DL + 1.LL + 1.WL (download) control and is used for design Design this bolt joint Loaded Unloaded Section Section Consider only larger projection is loaded and small projection unload for worst case design. Bolt design Area per bolt, A b = No. of bolt provided, n = mm For the bolt group, I xx = I yy = I p = I xx + I yy = mm mm 0000 mm Factored Direct Shear for bolt group, V f = Factored Moment for bolt group, M f = kn 9.13 knm Distance of bolt group centroid to one bol ( ) 1/ = 71 mm Factored shear from bending, V fb = 9.13*10^6*71/0000/1000= 3.41 kn For conservative design Factored design shear for bolt, V fd = V fb + V f = = 4.76 kn Bolt shear stress, f vb = V fd / A b = 4.76*1000/157= 7.36 N/mm < 375 N/mm

58 Design of 160x80x17.5kg/m RHS Vertical post Design this steel post Each 160x80x14.4kg/m RHS Vertical Post I = mm 4 Z = mm 3 A = 1840 mm r = 58 mm Effective Height of RHS post, H = No of post provided, n = 750 mm Case 1 : 1.4DL+1.6LL Load widith per RHS post bay, b = Load length per RHS post bay, L = Load area per RHS post, A = 1.758*.1= No. of slat at roof deck, n = Height of RHS post, H = Dead load: self weight of slat = self weight of 00x100x.6kg/m RHS = Self weight of 160x80x14.4kg/m SHS = m.1 m 3.69 m 8.75 m 0.063*1.758*8=.6*9.81/1000*.1= 14.4*9.81/1000*.75*= 1.55 kn 0.47 kn 0.78 kn.8 kn Live load : Maintenance live load = 0.75*3.69=.77 kn DL eccentric moment, M de = (1.33/3*.8*1.33/-0.441/3*.8*0.441/)= 0.73 knm LL eccentric moment, M le = (1.33/3*.77*1.33/-0.441/3*.77*0.441/)= 0.7 knm w = 1.4DL LL = 8.35 kn

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