Structural Design Calculation For Pergola -...
Transcript of Structural Design Calculation For Pergola -...
Structural Design Calculation
For Pergola
Revision :5
Prepared by :EC
Date : 8/10/2009
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CONTENTS
1. Introduction ……………………………..……………………
2. Design Code and Reference………………………………
3. Design Synopsis
4. Design Parameters
4.1 Design Load…………………………………………….
4.2 Design Wind Pressure……………………………….
4.3 Loading Combination ………………………………….
5. Material Properties
6. Pergola 2 at Area C: Loading assessment and design….…
7. Pergola 3 at Area D : Loading assessment and design…….
8. Pergola 4 at Area H1 : Loading assessment and design…….
9. Pergola 5 at Area H2 : Loading assessment and design…….
10. Loading schedule and Anchor Bolt Design ………………….
11. Appendix A - Wind Topography Analysis
Appendix B - Reference Design Intent Drawing
Appendix C - Recycled Plastic Wood Test Report
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1. Introduction
This calculation is to design pergola’s structure for four numbers proprietary
pergola located at area C , D , H1 and H2.
2. Design Code and Reference
Code of Practice for the Structural Use of Steel 2005
Code of Practice on Wind Effects Hong Kong - 2004
Hong Kong Building (Construction) Regulations 1990
3. Design Synopsis
The largest loaded span and loading area will be used for design.
4. Design Parameters
For simplified analysis, Pergolas structure will be designed for weak direction .
(i.e. largest wind projection area).
4.1 Design Load
live load - recycle plastic wood (slat) = 0.75 kPa
dead load - recycle plastic wood (slat) = 1197 kg/m3
dead laod –pergola steel structure = 7850 kg/m3
4.2 Design Wind Pressure
Design Wind Pressure (H<5m) , qz = 1.82 kPa
Topography Factor for Area D, H1, H2
Sa = (1 + 1.2 e*s)2
= (1 + 1.2*0.3*1)2
= 1.85
Topography Factor for Area C
Sa = (1 + 1.2 e*s)2
= (1 + 1.2*0.3*0.2)2
= 1.15
4.3 Loading Combination
1) 1.4DL + 1.6LL
2) 1.2DL + 1.2LL + 1.2WLdn
3) 1.4DL + 1.4WLdn
4) 1.2DL + 1.2LL + 1.2WLlat
5) 1.4DL + 1.4WLlat
6) 1.0DL – 1.4WLdn
Where DL = Dead load, LL = Live load, WLdn = downward wind load,
WLlat = Lateral wind load
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5. Material Properties
Structural Steel
Steel Grade = S275JR unless stated otherwise
to BS EN 10025 Part 1-6 : 2004 for Hot
Rolled Sections and BS EN 10210 Part 1 : 2006 for Hot
finished hollow sections.
= S275J0H for cold formed steel hollow,
Strength reduced 25% to 220 N/mm2
to BS EN 10219 Part 1 : 2006
Weld Strength = 220 N/mm2
Welding work shall be complicance with BS EN 1011
Part 1:1998
Electrodes to welding shall be complicance with BS EN ISO 2560:2005.
Recycled Plastic Wood
Tensile Strength = 11.9N/mm2
Bending Strength = 23.7 N/mm2
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6. Pergola 2 at Area C : Loading assessment and design
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2
3
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Design for Steel Pergola at Ma Hang Headland Park
Calculation is provided following load transfer path from roof deck to steel post and anchor bolt/steel base plate.
Largest span, Loaded area, wind topography factor and loading combination will be used for structural member
design.
Pergola : 2
Area : C
Dead Load
Slat Self Weight, qds = 1197 kg/m
Structural Steel Sefl weight, qdst = 7850 kg/m
Wind Load
Basic wind pressure , qz = 1.82 kPa
(H < 5m)
Wind pressure coefficient, Cp = 2
Topography factor for Area A, Sa = 1.15
Design wind pressure, qw =1.15*Sa*Cp *qz = 4.81 kPa
(Additional 15% wind load is adopted for design)
Live Load
Maintenance Live load on roof deck, ql = 0.75 kPa
Design for 60 (B) mm x 90 mm (D) Slat, Recycled Plastic Wood
Design
This
Slat
Plan
From First Principle,
4
Isx = 1/12*60*90^3= 3645000 mm
Zsx = Isx / (D/2) = 3645000/(90/2)= 81000 mm
As = B*D = 60*90= 5400 mm
2
Maximum span, L = 1900 mm
Load width for wind load, bw = 60 mm
Load width for live load, bl =280+60 = 159 mm
Dead Load
self weight of slat, wds = 1197*9.81/1000*60/1000*90/1000= 0.063 kN/m
Live load
Maintenance live load, wls = 0.75*159/1000= 0.12 kN/m
Wind load
Downward wind load, wws = 4.81*60/1000= 0.29 kN/m
Case 1 : 1.4 DL + 1.6 LL
Factored UDL on slat , wf1 = 1.4*wds+1.6*wls= 0.28 kN/m
Case 2 : 1.2 DL + 1.2LL + 1.2WL(download)
Factored UDL on slat , wf2 = 1.2*wds+1.2*wls+1.2*wws= 0.57 kN/m (Controlled case)
Case 3 : 1.4 DL + 1.4WL(download)
Factored UDL on slat , wf3 = 1.4*wds+1.4*wws= 0.49 kN/m
Use maximum factored UDL for Design, wfd = 0.57 kN/m
Bending design
Mf = 1/8*0.57*(1900/1000)^2= 0.26 kNm
2 2
fb = Mf / Zs = 0.26*10^6/81000= 3.21 N/mm < 11.9 N/mm
CHECK OK
Shear Design
Vf = 1/2*0.28*1900/1000= 0.27 kN
fv = Vf / As = 0.27*1000/5400= 0.05 N/mm < 0.6*11.9
= 7.14 N/mm2
CHECK OK
v
w
2
Connection design between 60x90mm slat and 80x50x4mm steel plate
Design this steel plate connection
Section
Design this steel plate connection
Section
Load combination : 1.2 DL + 1.2LL + 1.2WL(download) control and is used for design
Bolt design
M10 Grade 8.8 Bolt, Ab = 58 mm
No. of bolt, n = 2
Factored Shear from slat, Vf = 0.42 kN
2 2
Bolt Shear stress, fvb = Vf / (n*Ab) = 3.62 N/mm < 375 N/mm
CHECK OK
80 mm (D) x 50 mm (B) x 4 mm steel plate
Moment of inertia, I=1/12*4*80^3= 170667 mm4
Elastic modulus, Z = 170667/(80/2)= 4267 mm3
Shear Area, A = 80*4= 320 mm2
Factored Shear from slat, Vf = 0.42 kN
No. of plate provided per slat, n = 2
2 2
Plate shear stress, fvp = Vf / Av / n = 0.66 N/mm < 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Eccentricity, e = 25 mm
Factored eccentric moment, Me = Vf *e = 0.42*25/1000= 0.01 kNm
2 2
Plate bending stress, fbp = Me / Z / n = 0.01*10^6/2/4267= 1.17 N/mm < 220 N/mm
CHECK OK
Weld design for 80x50x4mm steel plate and 200x100x22.6kg/m GMS RHS
Weld length provided, Lw = 80*2= 160 mm
Weld Moment of inertia, I = 1/12*80^3= 42667 mm3
Weld Elastic modulus, Zw = 42667/(80/2)= 1067 mm2
Factored Shear from slat, Vf = 0.42 kN
Factored Eccentric moment, Me = 0.01 kNm
Shear Weld stress, fvw = Vf / Lw = 0.42*1000/160= 2.63 N/mm
Bending weld stress, fbw = Me / Zw = 0.01*10^6/1067= 9.37 N/mm
Combined weld stress, few = (fbw^2+fvw^2)^1/2 = 9.73 N/mm
Provide 4 mm fillet weld
Provided weld strength, pw = 0.7*220*4= 616 N/mm > 9.73 N/mm
CHECK OK
Design for 200x100x22.6kg/m GMS RHS supporting slat
Load combination : 1.2 DL + 1.2LL + 1.2WL(download) control and is used for design
Design this RHS
Section Plan
Design 200x100x22.6kg/m RHS as cantilever beam
200x100x22.6kg/m GMS RHS
I = 14950000 mm4
Z = 149000 mm3
A = 2870 mm2
Length of RHS = 2000 mm
No. of Point load from slat, n = 14
Factored Self weight of RHS = 1.2*22.6*9.81/1000= 0.27 kN/m
Equivalent Factored UDL on RHS, w = 0.42*2*14/(2000/1000)= 5.88 kN/m
6.15 kN/m
Cantilever span, L = 1764 mm Factored moment, Mf =
Factored Shear, Vf = 1/2*6.15*(1764/1000)^2=
6.15*1764/1000= 9.57 kNm
10.85 kN
2
2
2
2
Bending design 2 2
fb = Mf / Z = 9.57*10^6/149000= 64.23 N/mm < 220 N/mm
CHECK OK
Shear design 2 2
fv = Vf / Av = 10.85*1000/2870= 3.78 N/mm < 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Deflection design
UDL on RHS, wu = 5.88/1.2= 4.9 kN/m
E = 205000 N/mm2
d = wL^4 / 8EI = 3.2 mm < L / 180
= 11.11 mm
Design of Bolt joint at 200x100x22.6kg/m vertical RHS post supporting RHS cantilever beam
Load combination : 1.2 DL + 1.2LL + 1.2WL(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, Ab = 157 mm
No. of bolt provided, n = 4
For the bolt group,
Ixx = 10000 mm
Iyy = 10000 mm
Ip = Ixx + Iyy = 20000 mm
Factored Direct Shear for bolt group, Vf = 10.85 kN
Factored Moment for bolt group, Mf = 9.57 kNm
Distance of bolt group centroid to one bol (50
2+50
2)
1/2 = 71 mm
Factored shear from bending, Vfb = 9.57*10^6*71/20000/1000= 33.97 kN
For conservative design
Factored design shear for bolt, Vfd = Vfb + Vf = 33.97+10.85= 44.82 kN
2 2
Bolt shear stress, fvb = Vfd / Ab = 44.82*1000/157= 285.48 N/mm < 375 N/mm
CHECK OK
Design of 200x100x22.6kg/m RHS Vertical post
Design this steel post
Each 200x100x22.6kg/m RHS Vertical Post
I = 14950000 mm4
Z = 149000 mm3
A = 2870 mm2
r = 72 mm
Effective Height of RHS post, H =
2750 mm
No of post provided, n =
2
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*2.5=
No. of slat at roof deck, n =
Height of RHS post, H =
1.9 m
2.5 m
4.75 m2
14
2.75 m
Dead load: self weight of slat =
self weight of 200x100x22.6kg/m RHS =
Self weight of 160x80x14.4kg/m SHS =
0.063*1.9*14=
22.6*9.81/1000*2.5=
14.4*9.81/1000*2.75*2=
1.68 kN
0.55 kN
0.78 kN
3.01 kN
2
Live load : Maintenance live load = 0.75*4.75= 3.56 kN
DL eccentric moment, Mde= (1.323/3*3.01*1.323/2-0.441/3*3.01*0.441/2)= 0.78 kNm
LL eccentric moment, Mle= (1.323/3*3.56*1.323/2-0.441/3*3.56*0.441/2)= 0.92 kNm
w = 1.4DL + 1.6 LL = 9.91 kN
Axial deisgn
Pfd = 9.91 kN
fa = Pfd / A /n= 9.91*1000/2870/2= 1.73 N/mm
slendereness ratio, = L/r 2750/72= 38.19 <180 2 2
From table of HK2005, reduced axial stress, pa = 195 N/mm > 1.73 N/mm
CHECK OK
Bending design
Eccentric moment, Mfe = (1.323/3*9.91*1.323/2-0.441/3*9.91*0.441/2)/2= 1.28 kNm
2 2
fb = Mf e/ Z = 1.28*10^6/149000= 8.59 N/mm < 220 N/mm
CHECK OK
Case 2 : 1.2DL+1.2LL+1.2WL(downward)
1.2DL+1.2LL+1.2WL(downward)
Section
Factored Self weight of 2nos. RHS post = 1.2*22.6*9.81/1000*2750/1000*2= 0.95 kN
Factored Axial compression from RHS beam, Pf = 10.85 kN
Factored axial compression, Pfd = 11.8 kN
Factored moment, Mf = 9.57 kNm
Axial deisgn
Pfd = 11.8 kN
fa = Pfd / A/n = 11.8*1000/2870/2= 2.06 N/mm2
slendereness ratio, = L/r 2750/72= 38.19 <180 2 2
From table of HK2005, reduced axial stress, pa = 195 N/mm > 2.06 N/mm
CHECK OK
Bending design
Mf = 9.57 kNm
2 2
fb = Mf / Z/ n = 9.57*10^6/149000/2= 32.11 N/mm < 220 N/mm
CHECK OK
Case 3 : 1.2DL + 1.2LL + 1.2WL (lateral)
Load widith per RHS post bay, b =
1.9 m
Load length per RHS post bay, L =
Load area per SHS post, A = 1.9*2.5=
No. of slat at roof deck, n =
Height of SHS post, H =
2.5 m
4.75 m2
14
2.75 m
Dead load: self weight of slat =
self weight of 200x100x22.6kg/m RHS =
Self weight of 160x180x14.4kg/m SHS =
0.063*1.9*14=
22.6*9.81/1000*2.5=
14.4*9.81/1000*2.75*2=
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 200
Area III 2750
Lateral wind load Section
(Lateral wind load)
Design wind pressure, qw =Sa*Cp *qz = 4.81 kPa
I- Roof Deck
II- 200x100x22.3kg/m RHS post-2nos. Of 0.7m long
III- 200x100x22.3kg/m SHS post 2nos. Of 2.75m long
(1) (2) (3)=(1)*(2)*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 1.9 1 0.82 2.75 2.26 II 0.5 x 0.1 2 0.48 3.1 1.49 III 0.1 x 2.75 2 2.65 1.375 3.64
3.95 7.39
w
w
2
2
Design factored Axial compression, Pf = 1.2DL + 1.2LL= 1.2*3.01+1.2*3.56= 7.88 kN
Design factored lateral wind shear, Vf = 1.2*S = 1.2*3.95= 4.74 kN
Design factored bending moment, Mf = 1.2*M = 1.2*7.39= 8.87 kNm
Axial deisgn
Pfd = 7.88 kN
fa = Pfd / A /n= 7.88*1000/2870/2= 1.37 N/mm
slendereness ratio, = L/r 2750/72= 38.19 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 1.37 N/mm2
CHECK OK
Shear design
Vf = 4.74 kN 2 2
fv = Vf / A /n= 4.74*1000/2870/2= 0.83 N/mm > 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Bending design
Mf = 8.87 kNm
2 2
fb = Mf / Z /n= 8.87*10^6/149000/2= 29.77 N/mm < 220 N/mm
CHECK OK
Weld Design
Consider one post
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 7.88 kN
Factored Shear, Vf = 4.74 kN
Factored moment, Mf = 8.87 kNm
Axial Weld stress, faw = Pf / Lw /n = 7.88*1000/660/2= 5.97 N/mm
Shear Weld stress, fvw = Vf / Lw /n = 4.74*1000/660/2= 3.59 N/mm
Bending weld stress, fbw = Mf / Zw /n = 8.87*10^6/13013/2= 340.81 N/mm
For conservative design,
Combined weld stress, few = fbw+faw+fvw = 340.81+3.59+5.97= 350 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 350 N/mm
CHECK OK
Case 4 : 1.4DL+1.4WL(lateral)
Design factored Axial compression, Pf = 1.4DL 1.4*3.01= 4.21 kN
Design factored lateral wind shear, Vf = 1.4*S = 1.4*3.95= 5.53 kN
Design factored bending moment, Mf = 1.4*M = 1.4*7.39= 10.35 kNm
Axial deisgn
Pfd = 4.21 kN
fa = Pfd / A /n= 4.21*1000/2870/2= 0.73 N/mm
w
w
slendereness ratio, = L/r 2750/72= 38.19 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 0.73 N/mm2
CHECK OK
Shear design
Vf = 5.53 kN
2 2
fv = Vf / A/n = 5.53*1000/2870/2= 0.96 N/mm < 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Bending design
Mf = 10.35 kNm
2 2
fb = Mf / Z/n = 10.35*10^6/149000/2 = 34.73 N/mm < 220 N/mm
CHECK OK
Weld Design
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 4.21 kN
Factored Shear, Vf = 5.53 kN
Factored moment, Mf = 10.35 kNm
Axial Weld stress, faw = Pf / Lw /n = 4.21*1000/660/2= 3.19 N/mm
Shear Weld stress, fvw = Vf / Lw /n = 5.53*1000/660/2= 4.19 N/mm
Bending weld stress, fbw = Mf / Zw /n = 10.35*10^6/13013/2= 397.68 N/mm
For conservative design,
Combined weld stress, few = fbw+faw+fvw = 397.68+4.19+3.19= 405 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 405 N/mm
CHECK OK
Case 5 : 1.4DL+1.4WL(downward)
Load widith per SHS post bay, b = 1.9 m
Load length per SHS post bay, L = 2.5 m
Load area per SHS post, A = 1.9*2.5= 4.75 m2
No. of slat at roof deck, n = 14
Height of SHS post, H = 2.75 m
Dead load: self weight of slat = 0.063*1.9*14= 1.68 kN
self weight of 200x100x22.6kg/m RHS = 22.6*9.81/1000*2.5= 0.55 kN
Self weight of 2nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*2.75*2= 0.78 kN
3.01 kN
1.4DL = 1.4*3.01= 4.214 kN
Downward wind load :
Nos. of slat, n = 14
design wind pressure, qw = 4.81 kPa
load width per slat, B = 60 mm
(Section)
w
w
2
Downward wind load, WLdownward = 60/1000*1.9*14*4.81= 7.68 kN
Eccentric moment, Me,downward =
7.68*1.935/2=
7.43 kNm
1.4DL + 1.4 * WLdownward =
13.6 kN
1.4*Me,downward = 10.402 kNm
Axial deisgn
Pfd = 13.6 kN
fa = Pfd / A /n= 13.5796*1000/2870/2= 2.37 N/mm
slendereness ratio, = L/r 2750/72= 38.19 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 2.37 N/mm2
CHECK OK
Bending design
Mf = 10.402 kNm
2 2
fb = Mf / Z /n= 10.402*10^6/149000/ 2= 34.91 N/mm < 220 N/mm
CHECK OK
Weld Design
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 13.6 kN
Factored moment, Mf = 10.402 kNm
Axial Weld stress, faw = Pf / Lw /n = 13.5796*1000/660 /2= 10.29 N/mm
Bending weld stress, fbw = Mf / Zw /n = 10.402*10^6/13013/2 = 399.68 N/mm
For conservative design,
Combined weld stress, few = fbw+faw+fvw = 399.68+10.29= 410 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 410 N/mm
CHECK OK
Case 6 : 1.0DL-1.4WL(downward)
Load widith per SHS post bay, b = 1.9 m
Load length per SHS post bay, L = 2.5 m
Load area per SHS post, A = 1.9*2.5= 4.75 m2
No. of slat at roof deck, n = 14
Height of SHS post, H = 2.75 m
Dead load: self weight of slat = 0.063*1.9*14= 1.68 kN
self weight of 200x100x22.6kg/m RHS = 22.6*9.81/1000*2.5= 0.55 kN
Self weight of 2nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*2.75*2= 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
w
w
2
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, WLdownward = 60/1000*1.9*14*4.81= 7.68 kN
Eccentric moment, Me,downward = 7.68*1.935/2= 7.43 kNm
1.0DL - 1.4 * WLdownward = 11.9 kN
1.4*Me,downward = 10.402 kNm
Axial deisgn
Pfd = 11.9 kN
fa = Pfd / A /n= 11.894*1000//2= 2.07 N/mm
slendereness ratio, = L/r 2750/72= 38.19 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 2.07 N/mm2
CHECK OK
Bending design
Mf = 10.402 kNm
2 2
fb = Mf / Z /n= 10.402*10^6/149000/ 2= 34.91 N/mm < 220 N/mm
CHECK OK
Weld Design
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 11.9 kN
Factored moment, Mf = 10.402 kNm
Axial Weld stress, faw = Pf / Lw /n = 11.894*1000/660 /2= 9.01 N/mm Bending weld stress, fbw = Mf / Zw /n =
For conservative design,
10.402*10^6/13013/2 = 399.68 N/mm
Combined weld stress, few = fbw+faw+fvw = 399.68+9.01= 409 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 409 N/mm
CHECK OK
Design of anchor bolt
Plan
Consider Case 1 and Case 5 for steel post, Factored Axial compression, Pf = 13.6 kN (Case 5 control) Factored Shear, Vf =
Factored moment, Mf = 5.5 kN
10.402 kNm (Case 4 control)
(Case 5 control)
Anchor bolt design is performed by Hilti's computer program. Please refer next page.
Provide 8 nos. HIT-RE500/HAS-E M16x125 bolt
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
H1
3.01
3.56
6.57
3.95
7.39
7.68
7. Pergola 3 at Area D : Loading assessment and design
5
3
2
3
3
Design for Steel Pergola at Ma Hang Headland Park
Calculation is provided following load transfer path from roof deck to steel post and anchor bolt/steel base plate.
Largest span, Loaded area, wind topography factor and loading combination will be used for structural member
design.
Pergola : 3
Area : D
Dead Load
Slat Self Weight, qds = 1197 kg/m
Structural Steel Sefl weight, qdst = 7850 kg/m
Wind Load
Basic wind pressure , qz = 1.82 kPa
(H < 5m)
Wind pressure coefficient, Cp = 2
Topography factor for Area A, Sa = 1.82
Design wind pressure, qw =1.15*Sa*Cp *qz = 7.62 kPa
(Additional 15% wind load is adopted for design)
Live Load
Maintenance Live load on roof deck, ql = 0.75 kPa
Design for 60 (B) mm x 90 mm (D) Slat, Recycled Plastic Wood
Design
This
Slat
Plan
From First Principle,
4
Isx = 1/12*60*90^3= 3645000 mm
Zsx = Isx / (D/2) = 3645000/(90/2)= 81000 mm
As = B*D = 60*90= 5400 mm
v f s
Maximum span, L =2963-100 = 2863 mm
Load width for wind load, bw = 60 mm
Load width for live load, bl =280+60 = 153 mm
Dead Load
self weight of slat, wds = 1197*9.81/1000*60/1000*90/1000= 0.063 kN/m
Live load
Maintenance live load, wls = 0.75*153/1000= 0.11 kN/m
Wind load
Downward wind load, wws = 7.62*60/1000= 0.46 kN/m
Case 1 : 1.4 DL + 1.6 LL
Factored UDL on slat , wf1 = 1.4*wds+1.6*wls= 0.26 kN/m
Case 2 : 1.2 DL + 1.2LL + 1.2WL(download)
Factored UDL on slat , wf2 = 1.2*wds+1.2*wls+1.2*wws= 0.76 kN/m (Controlled case)
Case 3 : 1.4 DL + 1.4WL(download)
Factored UDL on slat , wf3 = 1.4*wds+1.4*wws= 0.73 kN/m
Use maximum factored UDL for Design, wfd = 0.76 kN/m
Bending design
Mf = 1/8*0.76*(2863/1000)^2= 0.78 kNm
2 2
fb = Mf / Zs = 0.78*10^6/81000= 9.63 N/mm < 11.9 N/mm
CHECK OK
Shear Design
Vf = 1/2*0.26*2863/1000= 0.37 kN
f = V / A = 0.37*1000/5400= 0.069 N/mm
2 < 0.6*11.9
= 7.14 N/mm2
CHECK OK
Connection design between 60x90mm slat and 80x50x4mm steel plate
Design this steel plate connection
Section
Design this steel plate connection
Section
v
w
2
Load combination : 1.2 DL + 1.2LL + 1.2WL(download) control and is used for design
Bolt design
M10 Grade 8.8 Bolt, Ab = 58 mm
No. of bolt, n = 2
Factored Shear from slat, Vf = 0.42 kN
2 2
Bolt Shear stress, fvb = Vf / (n*Ab) = 3.62 N/mm < 375 N/mm
CHECK OK
80 mm (D) x 50 mm (B) x 4 mm steel plate
Moment of inertia, I 1/12*4*80^3= 170667 mm4
Elastic modulus, Z = 170667/(80/2)= 4267 mm3
Shear Area, A = 80*4= 320 mm2
Factored Shear from slat, Vf = 0.42 kN
No. of plate provided per slat, n = 2
2 2
Plate shear stress, fvp = Vf / Av / n = 0.66 N/mm < 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Eccentricity, e = 25 mm
Factored eccentric moment, Me = Vf *e = 0.42*25/1000= 0.01 kNm
2 2
Plate bending stress, fbp = Me / Z / n = 0.01*10^6/2/4267= 1.17 N/mm < 220 N/mm
CHECK OK
Weld design for 80x50x4mm steel plate and 200x100x22.6kg/m GMS RHS
Weld length provided, Lw = 80*2= 160 mm
Weld Moment of inertia, I = 1/12*80^3= 42667 mm3
Weld Elastic modulus, Zw = 42667/(80/2)= 1067 mm2
Factored Shear from slat, Vf = 0.42 kN
Factored Eccentric moment, Me = 0.01 kNm
Shear Weld stress, fvw = Vf / Lw = 0.42*1000/160= 2.63 N/mm
Bending weld stress, fbw = Me / Zw = 0.01*10^6/1067= 9.37 N/mm
Combined weld stress, few = (fbw^2+fvw^2)^1/2 = 9.73 N/mm
Provide 4 mm fillet weld
Provided weld strength, pw = 0.7*220*4= 616 N/mm > 9.73 N/mm
CHECK OK
Design for 200x100x22.6kg/m GMS RHS supporting slat
Load combination : 1.2 DL + 1.2LL + 1.2WL(download) control and is used for design
Design this RHS
Section Plan
Design 200x100x22.6kg/m RHS as cantilever beam
200x100x22.6kg/m GMS RHS
I = 14950000 mm4
Z = 149000 mm3
A = 2870 mm2
Length of RHS = 2131 mm
No. of Point load from slat, n = 14
Factored Self weight of RHS = 1.2*22.6*9.81/1000= 0.27 kN/m
Equivalent Factored UDL on RHS, w = 0.42*2*14/(2131/1000)= 5.52 kN/m
5.79 kN/m
Cantilever span, L = 1764 mm
Factored moment, Mf = 1/2*5.79*(1764/1000)^2= 9.01 kNm
Factored Shear, Vf = 5.79*1764/1000= 10.21 kN
Bending design 2 2
fb = Mf / Z = 9.01*10^6/149000= 60.47 N/mm < 220 N/mm
CHECK OK
Shear design 2 2
fv = Vf / Av = 10.21*1000/2870= 3.56 N/mm < 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Deflection design
UDL on RHS, wu = 5.52/1.2= 4.6 kN/m
E = 205000 N/mm2
d = wL^4 / 8EI = 3.87 mm < L / 180
= 11.84 mm
2
2
2
2
Design of Bolt joint at 200x100x22.6kg/m vertical RHS post supporting RHS cantilever beam
Load combination : 1.2 DL + 1.2LL + 1.2WL(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, Ab = 157 mm
No. of bolt provided, n = 4
For the bolt group,
Ixx = 10000 mm
Iyy = 10000 mm
Ip = Ixx + Iyy = 20000 mm
Factored Direct Shear for bolt group, Vf = 10.21 kN
Factored Moment for bolt group, Mf = 9.01 kNm
Distance of bolt group centroid to one bolt(=50
2+50
2)
1/2 = 71 mm
Factored shear from bending, Vfb = 9.01*10^6*71/20000/1000= 31.99 kN
For conservative design
Factored design shear for bolt, Vfd = Vfb + Vf = 31.99+10.21= 42.2 kN
2 2
Bolt shear stress, fvb = Vfd / Ab = 42.2*1000/157= 268.79 N/mm < 375 N/mm
CHECK OK
Design of 200x100x22.6kg/m RHS Vertical post
Design this steel post
Each 200x100x22.6kg/m RHS Vertical Post
I = 14950000 mm
4
Z = 149000 mm3
A = 2870 mm2
r = 72 mm
Effective Height of RHS post, H = 2750 mm
No of post provided, n =
Case 1 : 1.4DL+1.6LL
Load widith per RHS post bay, b =
2
2.772 m
Load length per RHS post bay, L =
Load area per RHS post, A = 2.772*2.131=
No. of slat at roof deck, n =
Height of RHS post, H =
2.131 m
5.91 m2
14
2.75 m
Dead load: self weight of slat =
self weight of 200x100x22.6kg/m RHS =
Self weight of 160x80x14.4kg/m SHS =
0.063*2.772*14=
22.6*9.81/1000*2.131=
14.4*9.81/1000*2.75*2=
2.44 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, Mde= (1.323/3*3.69*1.323/2-0.441/3*3.69*0.441/2)= 0.96 kNm
LL eccentric moment, Mle= (1.323/3*4.43*1.323/2-0.441/3*4.43*0.441/2)= 1.15 kNm
w = 1.4DL + 1.6 LL = 12.254 kN
2
Axial deisgn
Pfd = 12.254 kN
fa = Pfd / A /n= 12.254*1000/2870/2= 2.13 N/mm
slendereness ratio, = L/r 2750/72= 38.19 <180 2 2
From table of HK2005, reduced axial stress, pa = 195 N/mm > 2.13 N/mm
CHECK OK
Bending design
Eccentric moment, Mfe = (1.323/3*12.254*1.323/2-0.441/3*12.254*0.441/2)/2= 1.59 kNm
2 2
fb = Mf e/ Z = 1.59*10^6/149000= 10.67 N/mm < 220 N/mm
CHECK OK
Case 2 : 1.2DL+1.2LL+1.2WL(downward)
1.2DL+1.2LL+1.2WL(downward)
Section
Factored Self weight of 2nos. RHS post = 1.2*22.6*9.81/1000*2750/1000*2= 0.95 kN
Factored Axial compression from RHS beam, Pf = 10.21 kN
Factored axial compression, Pfd = 11.16 kN
Factored moment, Mf = 9.01 kNm
Axial deisgn
Pfd = 11.16 kN
fa = Pfd / A/n = 11.16*1000/2870/2= 1.94 N/mm2
slendereness ratio, = L/r 2750/72= 38.19 <180 2 2
From table of HK2005, reduced axial stress, pa = 195 N/mm > 1.94 N/mm
CHECK OK
Bending design
Mf = 9.01 kNm 2 2
fb = Mf / Z/ n = 9.01*10^6/149000/2= 30.23 N/mm < 220 N/mm
CHECK OK
Case 3 : 1.2DL + 1.2LL + 1.2WL (lateral)
Load widith per RHS post bay, b =
2.772 m
Load length per RHS post bay, L =
Load area per SHS post, A = 2.772*2.131=
No. of slat at roof deck, n =
Height of SHS post, H =
2.131 m
5.91 m2
14
2.75 m
Dead load: self weight of slat =
self weight of 200x100x22.6kg/m RHS =
Self weight of 160x180x14.4kg/m SHS =
0.063*2.772*14=
22.6*9.81/1000*2.131=
14.4*9.81/1000*2.75*2=
2.44 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 200
Area III 2750
Lateral wind load Section
(Lateral wind load)
Design wind pressure, qw =Sa*Cp *qz = 7.62 kPa
I- Roof Deck
II- 200x100x22.3kg/m RHS post-2nos. Of 0.7m long
III- 200x100x22.3kg/m SHS post 2nos. Of 2.75m long
(1) (2) (3)=(1)*(2)*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 2.772 1 1.9 2.75 5.23 II 0.5 x 0.1 2 0.76 3.1 2.36 III 0.1 x 2.75 2 4.19 1.375 5.76
6.85 13.35
Design factored Axial compression, Pf = 1.2DL + 1.2LL= 1.2*3.69+1.2*4.43= 9.74 kN
Design factored lateral wind shear, Vf = 1.2*S = 1.2*6.85= 8.22 kN
Design factored bending moment, Mf = 1.2*M = 1.2*13.35= 16.02 kNm
w
w
Axial deisgn
Pfd = 9.74 kN
2
fa = Pfd / A /n= 9.74*1000/2870/2= 1.7 N/mm
slendereness ratio, = L/r 2750/72= 38.19 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 1.7 N/mm2
CHECK OK
Shear design
Vf = 8.22 kN
2 2
fv = Vf / A /n= 8.22*1000/2870/2= 1.43 N/mm > 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Bending design
Mf = 16.02 kNm
2 2
fb = Mf / Z /n= 16.02*10^6/149000/2= 53.76 N/mm < 220 N/mm
CHECK OK
Weld Design
Consider one post
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 9.74 kN
Factored Shear, Vf = 8.22 kN
Factored moment, Mf = 16.02 kNm
Axial Weld stress, faw = Pf / Lw /n = 9.74*1000/660/2= 7.38 N/mm
Shear Weld stress, fvw = Vf / Lw /n = 8.22*1000/660/2= 6.23 N/mm
Bending weld stress, fbw = Mf / Zw /n = 16.02*10^6/13013/2= 615.54 N/mm
For conservative design,
Combined weld stress, few = fbw+faw+fvw = 615.54+6.23+7.38= 629 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 629 N/mm
CHECK OK
Case 4 : 1.4DL+1.4WL(lateral)
Design factored Axial compression, Pf = 1.4DL 1.4*3.69= 5.17 kN
Design factored lateral wind shear, Vf = 1.4*S = 1.4*6.85= 9.59 kN
Design factored bending moment, Mf = 1.4*M = 1.4*13.35= 18.69 kNm
Axial deisgn
Pfd = 5.17 kN 2
fa = Pfd / A /n= 5.17*1000/2870/2= 0.9 N/mm
slendereness ratio, = L/r 2750/72= 38.19 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 0.9 N/mm2
CHECK OK
Shear design
w
w
Vf = 9.59 kN
2 2
fv = Vf / A/n = 9.59*1000/2870/2= 1.67 N/mm < 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Bending design
Mf = 18.69 kNm
2 2
fb = Mf / Z/n = 18.69*10^6/149000/2 = 62.72 N/mm < 220 N/mm
CHECK OK
Weld Design
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 5.17 kN
Factored Shear, Vf = 9.59 kN
Factored moment, Mf = 18.69 kNm
Axial Weld stress, faw = Pf / Lw /n = 5.17*1000/660/2= 3.92 N/mm
Shear Weld stress, fvw = Vf / Lw /n = 9.59*1000/660/2= 7.27 N/mm
Bending weld stress, fbw = Mf / Zw /n = 18.69*10^6/13013/2= 718.13 N/mm
For conservative design,
Combined weld stress, few = fbw+faw+fvw = 718.13+7.27+3.92= 729 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 729 N/mm
CHECK OK
Case 5 : 1.4DL+1.4WL(downward)
Load widith per SHS post bay, b = 2.772 m
Load length per SHS post bay, L = 2.131 m
Load area per SHS post, A = 2.772*2.131= 5.91 m2 No. of slat at roof deck, n = 14 Height of SHS post, H = 2.75 m
Dead load: self weight of slat = 0.063*2.772*14= 2.44 kN
self weight of 200x100x22.6kg/m RHS = 22.6*9.81/1000*2.131= 0.47 kN
Self weight of 2nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*2.75*2= 0.78 kN
3.69 kN
1.4DL = 1.4*3.69= 5.166 kN
w
w
2
Downward wind load :
Nos. of slat, n = 14
design wind pressure, qw = 7.62 kPa
load width per slat, B = 60 mm
(Section)
Downward wind load, WLdownward = 60/1000*2.772*14*7.62= 17.74 kN
Eccentric moment, Me,downward = 17.74*1.935/2= 17.16 kNm
1.4DL + 1.4 * WLdownward = 32.1 kN
1.4*Me,downward = 24.024 kNm
Axial deisgn
Pfd = 32.1 kN
fa = Pfd / A /n= 32.0684*1000/2870/2= 5.59 N/mm
slendereness ratio, = L/r 2750/72= 38.19 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 5.59 N/mm2
CHECK OK
Bending design
Mf = 24.024 kNm
2 2
fb = Mf / Z /n= 24.024*10^6/149000/ 2= 80.62 N/mm < 220 N/mm
CHECK OK
Weld Design
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 32.1 kN
Factored moment, Mf = 24.024 kNm
Axial Weld stress, faw = Pf / Lw /n = 32.0684*1000/660 /2= 24.29 N/mm
Bending weld stress, fbw = Mf / Zw /n = 24.024*10^6/13013/2 = 923.08 N/mm
2 2 1/2
Combined weld stress, few = (fbw +faw ) = (923.08^2+24.29^2)^0.5= 923 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 923 N/mm
CHECK OK
Case 6 : 1.0DL-1.4WL(downward)
Load widith per SHS post bay, b = 2.772 m
Load length per SHS post bay, L = 2.131 m
Load area per SHS post, A = 2.772*2.131= 5.91 m2
No. of slat at roof deck, n = 14
Height of SHS post, H = 2.75 m
Dead load: self weight of slat = 0.063*2.772*14= 2.44 kN
self weight of 200x100x22.6kg/m RHS = 22.6*9.81/1000*2.131= 0.47 kN
Self weight of 2nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*2.75*2= 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 = 7.62 kPa
load width per slat, B = 60 mm
(Section)
Downward wind load, WLdownward = 60/1000*2.772*14*7.62= 17.74 kN
Eccentric moment, Me,downward = 17.74*1.935/2= 17.16 kNm
1.0DL - 1.4 * WLdownward = 22.9 kN
1.4*Me,downward = 24.024 kNm
Axial deisgn
w
w
2
Pfd = 22.9 kN
fa = Pfd / A /n= 22.906*1000//2= 3.99 N/mm
slendereness ratio, = L/r 2750/72= 38.19 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 3.99 N/mm2
CHECK OK
Bending design
Mf = 24.024 kNm
2 2
fb = Mf / Z /n= 24.024*10^6/149000/ 2= 80.62 N/mm < 220 N/mm
CHECK OK
Weld Design
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 22.9 kN
Factored moment, Mf = 24.024 kNm
Axial Weld stress, faw = Pf / Lw /n = 22.906*1000/660 /2= 17.35 N/mm
Bending weld stress, fbw = Mf / Zw /n = 24.024*10^6/13013/2 = 923.08 N/mm
For conservative design, 2 2 1/2
Combined weld stress, few = (fbw +faw ) = (923.08^2+22.906^2)^0.5= 923 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 923 N/mm
CHECK OK
Design of anchor bolt
Plan
Consider Case 1 and Case 5 for steel post, Factored Axial compression, Pf = 32.1 kN (Case 5 control) Factored Shear, Vf =
Factored moment, Mf = 9.6 kN
24.024 kNm (Case 4 control)
(Case 5 control)
Anchor bolt design is performed by Hilti's computer program. Please refer next page.
Provide 8 nos. HIT-RE500/HAS-E M16x125 bolt
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
H1
3.69
4.43
8.12
6.85
13.35
17.74
8. Pergola 4 at Area H1 : Loading assessment and design
6
3
2
3
3
Design for Steel Pergola at Ma Hang Headland Park
Calculation is provided following load transfer path from roof deck to steel post and anchor bolt/steel base plate.
Largest span, Loaded area, wind topography factor and loading combination will be used for structural member
design.
Pergola : 4
Area : H1
Dead Load
Slat Self Weight, qds = 1197 kg/m
Structural Steel Sefl weight, qdst = 7850 kg/m
Wind Load
Basic wind pressure , qz = 1.82 kPa
(H < 5m)
Wind pressure coefficient, Cp = 2
Topography factor for Area A, Sa = 1.82
Design wind pressure, qw =1.15*Sa*Cp *qz = 7.62 kPa
(Additional 15% wind load is adopted for design)
Live Load
Maintenance Live load on roof deck, ql = 0.75 kPa
Design for 60 (B) mm x 90 mm (D) Slat, Recycled Plastic Wood
Design
This
Slat
Plan
From First Principle,
4
Isx = 1/12*60*90^3= 3645000 mm
Zsx = Isx / (D/2) = 3645000/(90/2)= 81000 mm
As = B*D = 60*90= 5400 mm
v f s
Maximum span, L = 2100 mm
Load width for wind load, bw = 60 mm
Load width for live load, bl =280+60 = 158 mm
Dead Load
self weight of slat, wds = 1197*9.81/1000*60/1000*90/1000= 0.063 kN/m
Live load
Maintenance live load, wls = 0.75*158/1000= 0.12 kN/m
Wind load
Downward wind load, wws = 7.62*60/1000= 0.46 kN/m
Case 1 : 1.4 DL + 1.6 LL
Factored UDL on slat , wf1 = 1.4*wds+1.6*wls= 0.28 kN/m
Case 2 : 1.2 DL + 1.2LL + 1.2WL(download)
Factored UDL on slat , wf2 = 1.2*wds+1.2*wls+1.2*wws= 0.77 kN/m (Controlled case)
Case 3 : 1.4 DL + 1.4WL(download)
Factored UDL on slat , wf3 = 1.4*wds+1.4*wws= 0.73 kN/m
Use maximum factored UDL for Design, wfd = 0.77 kN/m
Bending design
Mf = 1/8*0.77*(2100/1000)^2= 0.42 kNm
2 2
fb = Mf / Zs = 0.42*10^6/81000= 5.19 N/mm < 11.9 N/mm
CHECK OK
Shear Design
Vf = 1/2*0.28*2100/1000= 0.29 kN
f = V / A = 0.29*1000/5400= 0.054 N/mm
2 < 0.6*11.9
= 7.14 N/mm2
CHECK OK
Connection design between 60x90mm slat and 80x50x4mm steel plate
Design this steel plate connection
Section
Design this steel plate connection
Section
v
w
2
Load combination : 1.2 DL + 1.2LL + 1.2WL(download) control and is used for design
Bolt design
M10 Grade 8.8 Bolt, Ab = 58 mm
No. of bolt, n = 2
Factored Shear from slat, Vf = 0.42 kN
2 2
Bolt Shear stress, fvb = Vf / (n*Ab) = 3.62 N/mm < 375 N/mm
CHECK OK
80 mm (D) x 50 mm (B) x 4 mm steel plate
Moment of inertia, I 1/12*4*80^3= 170667 mm4
Elastic modulus, Z = 170667/(80/2)= 4267 mm3
Shear Area, A = 80*4= 320 mm2
Factored Shear from slat, Vf = 0.42 kN
No. of plate provided per slat, n = 2
2 2
Plate shear stress, fvp = Vf / Av / n = 0.66 N/mm < 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Eccentricity, e = 25 mm
Factored eccentric moment, Me = Vf *e = 0.42*25/1000= 0.01 kNm
2 2
Plate bending stress, fbp = Me / Z / n = 0.01*10^6/2/4267= 1.17 N/mm < 220 N/mm
CHECK OK
Weld design for 80x50x4mm steel plate and 160x80x17.5kg/m GMS RHS
Weld length provided, Lw = 80*2= 160 mm
Weld Moment of inertia, I = 1/12*80^3= 42667 mm3
Weld Elastic modulus, Zw = 42667/(80/2)= 1067 mm2
Factored Shear from slat, Vf = 0.42 kN
Factored Eccentric moment, Me = 0.01 kNm
Shear Weld stress, fvw = Vf / Lw = 0.42*1000/160= 2.63 N/mm
Bending weld stress, fbw = Me / Zw = 0.01*10^6/1067= 9.37 N/mm
Combined weld stress, few = (fbw^2+fvw^2)^1/2 = 9.73 N/mm
Provide 4 mm fillet weld
Provided weld strength, pw = 0.7*220*4= 616 N/mm > 9.73 N/mm
CHECK OK
Design for 160x80x17.5kg/m GMS RHS supporting slat
Load combination : 1.2 DL + 1.2LL + 1.2WL(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 = 6120000 mm4
Z = 76500 mm3
A = 1840 mm2
Length of RHS = 2004 mm
No. of Point load from slat, n = 13
Factored Self weight of RHS = 1.2*22.6*9.81/1000= 0.27 kN/m
Equivalent Factored UDL on RHS, w = 0.42*2*13/(2004/1000)= 5.45 kN/m
5.72 kN/m
Cantilever span, L = 1476 mm
Factored moment, Mf = 1/2*5.72*(1476/1000)^2= 6.23 kNm
Factored Shear, Vf = 5.72*1476/1000= 8.44 kN
Bending design 2 2
fb = Mf / Z = 6.23*10^6/76500= 81.44 N/mm < 220 N/mm
CHECK OK
Shear design 2 2
fv = Vf / Av = 8.44*1000/1840= 4.59 N/mm < 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Deflection design
UDL on RHS, wu = 5.45/1.2= 4.54 kN/m
E = 205000 N/mm2
d = wL^4 / 8EI = 7.3 mm < L / 180
= 11.13 mm
2
2
2
2
Design of Bolt joint at 160x80x17.5kg/m vertical RHS post supporting RHS cantilever beam
Load combination : 1.2 DL + 1.2LL + 1.2WL(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, Ab = 157 mm
No. of bolt provided, n = 4
For the bolt group,
Ixx = 10000 mm
Iyy = 10000 mm
Ip = Ixx + Iyy = 20000 mm
Factored Direct Shear for bolt group, Vf = 8.44 kN
Factored Moment for bolt group, Mf = 6.23 kNm
Distance of bolt group centroid to one bol (50
2+50
2)
1/2 = 71 mm
Factored shear from bending, Vfb = 6.23*10^6*71/20000/1000= 22.12 kN
For conservative design
Factored design shear for bolt, Vfd = Vfb + Vf = 22.12+8.44= 30.56 kN
2 2
Bolt shear stress, fvb = Vfd / Ab = 30.56*1000/157= 194.65 N/mm < 375 N/mm
CHECK OK
I = 6120000 mm4
Z = 76500 mm3
A = 1840 mm2
r = 58 mm
Effective Height of RHS post, H =
2750 mm
No of post provided, n =
2
Case 1 : 1.4DL+1.6LL
Load widith per RHS post bay, b =
2.1 m
Load area per RHS post, A = 2.1*2.005=
No. of slat at roof deck, n =
Height of RHS post, H =
4.21 m2
13
2.75 m
Dead load: self weight of slat =
self weight of 200x100x22.6kg/m RHS =
Self weight of 160x80x14.4kg/m SHS =
0.063*2.1*13=
22.6*9.81/1000*2.005=
14.4*9.81/1000*2.75*2=
1.72 kN
0.44 kN
0.78 kN
2.94 kN
Design of 160x80x17.5kg/m RHS Vertical post
Design this steel post
Each 160x80x17.5kg/m RHS Vertical Post
Load length per RHS post bay, L = 2.005 m
Live load : Maintenance live load = 0.75*4.21= 3.16 kN
DL eccentric moment, Mde= (1.323/3*2.94*1.323/2-0.441/3*2.94*0.441/2)= 0.76 kNm
LL eccentric moment, Mle= (1.323/3*3.16*1.323/2-0.441/3*3.16*0.441/2)= 0.82 kNm
w = 1.4DL + 1.6 LL = 9.172 kN
2
Axial deisgn
Pfd = 9.172 kN
fa = Pfd / A /n= 9.172*1000/1840/2= 2.49 N/mm
slendereness ratio, = L/r 2750/58= 47.41 <180 2 2
From table of HK2005, reduced axial stress, pa = 195 N/mm > 2.49 N/mm
CHECK OK
Bending design
Eccentric moment, Mfe = (1.323/3*9.172*1.323/2-0.441/3*9.172*0.441/2)/2= 1.19 kNm
2 2
fb = Mf e/ Z = 1.19*10^6/76500= 15.56 N/mm < 220 N/mm
CHECK OK
Case 2 : 1.2DL+1.2LL+1.2WL(downward)
1.2DL+1.2LL+1.2WL(downward)
Section
Factored Self weight of 2nos. RHS post = 1.2*22.6*9.81/1000*2750/1000*2= 0.95 kN
Factored Axial compression from RHS beam, Pf = 8.44 kN
Factored axial compression, Pfd = 9.39 kN
Factored moment, Mf = 6.23 kNm
Axial deisgn
Pfd = 9.39 kN
fa = Pfd / A/n = 9.39*1000/1840/2= 2.55 N/mm2
slendereness ratio, = L/r 2750/58= 47.41 <180 2 2
From table of HK2005, reduced axial stress, pa = 195 N/mm > 2.55 N/mm
CHECK OK
Bending design
Mf = 6.23 kNm 2 2
fb = Mf / Z/ n = 6.23*10^6/76500/2= 40.72 N/mm < 220 N/mm
CHECK OK
Case 3 : 1.2DL + 1.2LL + 1.2WL (lateral)
Load widith per RHS post bay, b =
2.1 m
Load length per RHS post bay, L =
Load area per SHS post, A = 2.1*2.005=
No. of slat at roof deck, n =
Height of SHS post, H =
2.005 m
4.21 m2
13
2.75 m
Dead load: self weight of slat =
self weight of 200x100x22.6kg/m RHS =
Self weight of 160x180x14.4kg/m SHS =
0.063*2.1*13=
22.6*9.81/1000*2.005=
14.4*9.81/1000*2.75*2=
1.72 kN
0.44 kN
0.78 kN
2.94 kN
Live load : Maintenance live load = 0.75*4.21= 3.16 kN
Lateral wind load assessment:
Area I 500
Area II 160
Area III 2750
Lateral wind load Section
(Lateral wind load)
Design wind pressure, qw =Sa*Cp *qz = 7.62 kPa
I- Roof Deck
II- 160x80x14.4kg/m RHS post-2nos. Of 0.7m long
III- 160x80x14.4kg/m SHS post -2.75m long
(1) (2) (3)=(1)*(2)*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 2.1 1 1.44 2.75 3.96 II 0.5 x 0.1 2 0.76 3.1 2.36 III 0.08 x 2.75 2 3.35 1.375 4.61
5.55 10.93
Design factored Axial compression, Pf = 1.2DL + 1.2LL= 1.2*2.94+1.2*3.16= 7.32 kN
Design factored lateral wind shear, Vf = 1.2*S = 1.2*5.55= 6.66 kN
Design factored bending moment, Mf = 1.2*M = 1.2*10.93= 13.12 kNm
w
w
2
2
Axial deisgn
Pfd = 7.32 kN
fa = Pfd / A /n= 7.32*1000/1840/2= 1.99 N/mm
slendereness ratio, = L/r 2750/58= 47.41 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 1.99 N/mm2
CHECK OK
Shear design
Vf = 6.66 kN
2 2
fv = Vf / A /n= 6.66*1000/1840/2= 1.81 N/mm > 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Bending design
Mf = 13.12 kNm
2 2
fb = Mf / Z /n= 13.12*10^6/76500/2= 85.75 N/mm < 220 N/mm
CHECK OK
Weld Design
Consider one post
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 7.32 kN
Factored Shear, Vf = 6.66 kN
Factored moment, Mf = 13.12 kNm
Axial Weld stress, faw = Pf / Lw /n = 7.32*1000/660/2= 5.55 N/mm
Shear Weld stress, fvw = Vf / Lw /n = 6.66*1000/660/2= 5.05 N/mm
Bending weld stress, fbw = Mf / Zw /n = 13.12*10^6/13013/2= 504.11 N/mm
For conservative design,
Combined weld stress, few = fbw+faw+fvw = 504.11+5.05+5.55= 515 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 515 N/mm
CHECK OK
Case 4 : 1.4DL+1.4WL(lateral)
Design factored Axial compression, Pf = 1.4DL 1.4*2.94= 4.12 kN
Design factored lateral wind shear, Vf = 1.4*S = 1.4*5.55= 7.77 kN
Design factored bending moment, Mf = 1.4*M = 1.4*10.93= 15.3 kNm
Axial deisgn
Pfd = 4.12 kN
fa = Pfd / A /n= 4.12*1000/1840/2= 1.12 N/mm
slendereness ratio, = L/r 2750/58= 47.41 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 1.12 N/mm2
CHECK OK
w
w
Shear design
Vf = 7.77 kN
2 2
fv = Vf / A/n = 7.77*1000/1840/2= 2.11 N/mm < 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Bending design
Mf = 15.3 kNm
2 2
fb = Mf / Z/n = 15.3*10^6/76500/2 = 100 N/mm < 220 N/mm
CHECK OK
Weld Design
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 4.12 kN
Factored Shear, Vf = 7.77 kN
Factored moment, Mf = 15.3 kNm
Axial Weld stress, faw = Pf / Lw /n = 4.12*1000/660/2= 3.12 N/mm
Shear Weld stress, fvw = Vf / Lw /n = 7.77*1000/660/2= 5.89 N/mm
Bending weld stress, fbw = Mf / Zw /n = 15.3*10^6/13013/2= 587.87 N/mm
For conservative design,
Combined weld stress, few = fbw+faw+fvw = 587.87+5.89+3.12= 597 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 597 N/mm
CHECK OK
Case 5 : 1.4DL+1.4WL(downward)
Load widith per SHS post bay, b = 2.1 m
Load length per SHS post bay, L = 2.005 m
Load area per SHS post, A = 2.1*2.005= 4.21 m2 No. of slat at roof deck, n = 13 Height of SHS post, H = 2.75 m
Dead load: self weight of slat = 0.063*2.1*13= 1.72 kN
self weight of 200x100x22.6kg/m RHS = 22.6*9.81/1000*2.005= 0.44 kN
Self weight of 2nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*2.75*2= 0.78 kN
2.94 kN
1.4DL = 1.4*2.94= 4.116 kN
w
w
2
Downward wind load :
Nos. of slat, n = 13
design wind pressure, qw = 7.62 kPa
load width per slat, B = 60 mm
(Section)
Downward wind load, WLdownward = 60/1000*2.1*13*7.62= 12.48 kN
Eccentric moment, Me,downward = 12.48*1.935/2= 12.07 kNm
1.4DL + 1.4 * WLdownward = 23.2 kN
1.4*Me,downward = 16.898 kNm
Axial deisgn
Pfd = 23.2 kN
fa = Pfd / A /n= 23.2344*1000/1840/2= 6.31 N/mm
slendereness ratio, = L/r 2750/58= 47.41 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 6.31 N/mm2
CHECK OK
Bending design
Mf = 16.898 kNm
2 2
fb = Mf / Z /n= 16.898*10^6/76500/ 2= 110.44 N/mm < 220 N/mm
CHECK OK
Weld Design
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 23.2 kN
Factored moment, Mf = 16.898 kNm
Axial Weld stress, faw = Pf / Lw /n = 23.2344*1000/660 /2= 17.6 N/mm
Bending weld stress, fbw = Mf / Zw /n = 16.898*10^6/13013/2 = 649.27 N/mm
For conservative design,
Combined weld stress, few = fbw+faw+fvw = 649.27+17.6= 667 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 667 N/mm
CHECK OK
Case 6 : 1.0DL-1.4WL(downward)
Load widith per SHS post bay, b = 2.1 m
Load length per SHS post bay, L = 2.005 m
Load area per SHS post, A = 2.1*2.005= 4.21 m2
No. of slat at roof deck, n = 13
Height of SHS post, H = 2.75 m
Dead load: self weight of slat = 0.063*2.1*13= 1.72 kN
self weight of 200x100x22.6kg/m RHS = 22.6*9.81/1000*2.005= 0.44 kN
Self weight of 2nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*2.75*2= 0.78 kN
2.94 kN
Live load : Maintenance live load = 0.75*4.21= 3.16 kN
1.0DL = 1.0*2.94= 2.94 kN
Downward wind load :
Nos. of slat, n = 13
design wind pressure, qw = 7.62 kPa
load width per slat, B = 60 mm
(Section)
Downward wind load, WLdownward = 60/1000*2.1*13*7.62= 12.48 kN
Eccentric moment, Me,downward = 12.48*1.935/2= 12.07 kNm
1.0DL - 1.4 * WLdownward = 16.6 kN
1.4*Me,downward = 16.898 kNm
w
w
2
Axial deisgn
Pfd = 16.6 kN
fa = Pfd / A /n= 16.596*1000//2= 4.51 N/mm
slendereness ratio, = L/r 2750/58= 47.41 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 4.51 N/mm2
CHECK OK
Bending design
Mf = 16.898 kNm
2 2
fb = Mf / Z /n= 16.898*10^6/76500/ 2= 110.44 N/mm < 220 N/mm
CHECK OK
Weld Design
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 16.6 kN
Factored moment, Mf = 16.898 kNm
Axial Weld stress, faw = Pf / Lw /n = 16.596*1000/660 /2= 12.57 N/mm
Bending weld stress, fbw = Mf / Zw /n = 16.898*10^6/13013/2 = 649.27 N/mm
For conservative design, 2 2 1/2
Combined weld stress, few = (fbw +faw ) = (649.27^2+16.596^2)^0.5= 649 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 649 N/mm
CHECK OK
Design of anchor bolt
Plan
Consider Case 1 and Case 5 for steel post, Factored Axial compression, Pf = 23.2 kN (Case 5 control) Factored Shear, Vf =
Factored moment, Mf = 7.8 kN
16.898 kNm (Case 4 control)
(Case 5 control)
Anchor bolt design is performed by Hilti's computer program. Please refer next page.
Provide 8 nos. HIT-RE500/HAS-E M16x125 bolt
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
H1
2.94
3.16
6.1
5.55
10.93
12.48
9. Pergola 5 at Area H2 : Loading assessment and design
7
3
2
3
3
Design for Steel Pergola at Ma Hang Headland Park
Calculation is provided following load transfer path from roof deck to steel post and anchor bolt/steel base plate.
Largest span, Loaded area, wind topography factor and loading combination will be used for structural member
design.
Pergola : 4
Area : H2
Dead Load
Slat Self Weight, qds = 1197 kg/m
Structural Steel Sefl weight, qdst = 7850 kg/m
Wind Load
Basic wind pressure , qz = 1.82 kPa
(H < 5m)
Wind pressure coefficient, Cp = 2
Topography factor for Area A, Sa = 1.82
Design wind pressure, qw =1.15*Sa*Cp *qz = 7.62 kPa
(Additional 15% wind load is adopted for design)
Live Load
Maintenance Live load on roof deck, ql = 0.75 kPa
Design for 60 (B) mm x 90 mm (D) Slat, Recycled Plastic Wood
Design
This
Slat
Plan
From First Principle,
4
Isx = 1/12*60*90^3= 3645000 mm
Zsx = Isx / (D/2) = 3645000/(90/2)= 81000 mm
As = B*D = 60*90= 5400 mm
v f s
Maximum span, L = 1759 mm
Load width for wind load, bw = 60 mm
Load width for live load, bl =290+60 = 150 mm
Dead Load
self weight of slat, wds = 1197*9.81/1000*60/1000*90/1000= 0.063 kN/m
Live load
Maintenance live load, wls = 0.75*150/1000= 0.11 kN/m
Wind load
Downward wind load, wws = 7.62*60/1000= 0.46 kN/m
Case 1 : 1.4 DL + 1.6 LL
Factored UDL on slat , wf1 = 1.4*wds+1.6*wls= 0.26 kN/m
Case 2 : 1.2 DL + 1.2LL + 1.2WL(download)
Factored UDL on slat , wf2 = 1.2*wds+1.2*wls+1.2*wws= 0.76 kN/m (Controlled case)
Case 3 : 1.4 DL + 1.4WL(download)
Factored UDL on slat , wf3 = 1.4*wds+1.4*wws= 0.73 kN/m
Use maximum factored UDL for Design, wfd = 0.76 kN/m
Bending design
Mf = 1/8*0.76*(1759/1000)^2= 0.29 kNm
2 2
fb = Mf / Zs = 0.29*10^6/81000= 3.58 N/mm < 11.9 N/mm
CHECK OK
Shear Design
Vf = 1/2*0.26*1759/1000= 0.23 kN
f = V / A = 0.23*1000/5400= 0.043 N/mm
2 < 0.6*11.9
= 7.14 N/mm2
CHECK OK
Connection design between 60x90mm slat and 80x50x4mm steel plate
Design this steel plate connection
Section
Design this steel plate connection
Section
v
w
2
Load combination : 1.2 DL + 1.2LL + 1.2WL(download) control and is used for design
Bolt design
M10 Grade 8.8 Bolt, Ab = 58 mm
No. of bolt, n = 2
Factored Shear from slat, Vf = 0.42 kN
2 2
Bolt Shear stress, fvb = Vf / (n*Ab) = 3.62 N/mm < 375 N/mm
CHECK OK
80 mm (D) x 50 mm (B) x 4 mm steel plate
Moment of inertia, I 1/12*4*80^3= 170667 mm4
Elastic modulus, Z = 170667/(80/2)= 4267 mm3
Shear Area, A = 80*4= 320 mm2
Factored Shear from slat, Vf = 0.42 kN
No. of plate provided per slat, n = 2
2 2
Plate shear stress, fvp = Vf / Av / n = 0.66 N/mm < 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Eccentricity, e = 25 mm
Factored eccentric moment, Me = Vf *e = 0.42*25/1000= 0.01 kNm
2 2
Plate bending stress, fbp = Me / Z / n = 0.01*10^6/2/4267= 1.17 N/mm < 220 N/mm
CHECK OK
Weld design for 80x50x4mm steel plate and 160x80x17.5kg/m GMS RHS
Weld length provided, Lw = 80*2= 160 mm
Weld Moment of inertia, I = 1/12*80^3= 42667 mm3
Weld Elastic modulus, Zw = 42667/(80/2)= 1067 mm2
Factored Shear from slat, Vf = 0.42 kN
Factored Eccentric moment, Me = 0.01 kNm
Shear Weld stress, fvw = Vf / Lw = 0.42*1000/160= 2.63 N/mm
Bending weld stress, fbw = Me / Zw = 0.01*10^6/1067= 9.37 N/mm
Combined weld stress, few = (fbw^2+fvw^2)^1/2 = 9.73 N/mm
Provide 4 mm fillet weld
Provided weld strength, pw = 0.7*220*4= 616 N/mm > 9.73 N/mm
CHECK OK
Design for 160x80x17.5kg/m GMS RHS supporting slat
Load combination : 1.2 DL + 1.2LL + 1.2WL(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 = 6120000 mm4
Z = 76500 mm3
A = 1840 mm2
Length of RHS = 2100 mm
No. of Point load from slat, n = 14
Factored Self weight of RHS = 1.2*22.6*9.81/1000= 0.27 kN/m
Equivalent Factored UDL on RHS, w = 0.42*2*14/(2100/1000)= 5.6 kN/m
5.87 kN/m
Cantilever span, L = 1764 mm
Factored moment, Mf = 1/2*5.87*(1764/1000)^2= 9.13 kNm
Factored Shear, Vf = 5.87*1764/1000= 10.35 kN
Bending design 2 2
fb = Mf / Z = 9.13*10^6/76500= 119.35 N/mm < 220 N/mm
CHECK OK
Shear design 2 2
fv = Vf / Av = 10.35*1000/1840= 5.63 N/mm < 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Deflection design
UDL on RHS, wu = 5.6/1.2= 4.67 kN/m
E = 205000 N/mm2
d = wL^4 / 8EI = 9.05 mm < L / 180
= 11.67 mm
2
2
2
2
Design of Bolt joint at 160x80x17.5kg/m vertical RHS post supporting RHS cantilever beam
Load combination : 1.2 DL + 1.2LL + 1.2WL(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, Ab = 157 mm
No. of bolt provided, n = 4
For the bolt group,
Ixx = 10000 mm
Iyy = 10000 mm
Ip = Ixx + Iyy = 20000 mm
Factored Direct Shear for bolt group, Vf = 10.35 kN
Factored Moment for bolt group, Mf = 9.13 kNm
Distance of bolt group centroid to one bol (50
2+50
2)
1/2 = 71 mm
Factored shear from bending, Vfb = 9.13*10^6*71/20000/1000= 32.41 kN
For conservative design
Factored design shear for bolt, Vfd = Vfb + Vf = 32.41+10.35= 42.76 kN
2 2
Bolt shear stress, fvb = Vfd / Ab = 42.76*1000/157= 272.36 N/mm < 375 N/mm
CHECK OK
Design of 160x80x17.5kg/m RHS Vertical post
Design this steel post
Each 160x80x14.4kg/m RHS Vertical Post
I = 6120000 mm
4
Z = 76500 mm3
A = 1840 mm2
r = 58 mm
Effective Height of RHS post, H = 2750 mm
No of post provided, n =
Case 1 : 1.4DL+1.6LL
Load widith per RHS post bay, b =
2
1.758 m
Load length per RHS post bay, L =
Load area per RHS post, A = 1.758*2.1=
No. of slat at roof deck, n =
Height of RHS post, H =
2.1 m
3.69 m2
8
2.75 m
Dead load: self weight of slat =
self weight of 200x100x22.6kg/m RHS =
Self weight of 160x80x14.4kg/m SHS =
0.063*1.758*8=
22.6*9.81/1000*2.1=
14.4*9.81/1000*2.75*2=
1.55 kN
0.47 kN
0.78 kN
2.8 kN
Live load : Maintenance live load = 0.75*3.69= 2.77 kN
DL eccentric moment, Mde= (1.323/3*2.8*1.323/2-0.441/3*2.8*0.441/2)= 0.73 kNm
LL eccentric moment, Mle= (1.323/3*2.77*1.323/2-0.441/3*2.77*0.441/2)= 0.72 kNm
w = 1.4DL + 1.6 LL = 8.352 kN
2
Axial deisgn
Pfd = 8.352 kN
fa = Pfd / A /n= 8.352*1000/1840/2= 2.27 N/mm
slendereness ratio, = L/r 2750/58= 47.41 <180 2 2
From table of HK2005, reduced axial stress, pa = 195 N/mm > 2.27 N/mm
CHECK OK
Bending design
Eccentric moment, Mfe = (1.323/3*8.352*1.323/2-0.441/3*8.352*0.441/2)/2= 1.08 kNm
2 2
fb = Mf e/ Z = 1.08*10^6/76500= 14.12 N/mm < 220 N/mm
CHECK OK
Case 2 : 1.2DL+1.2LL+1.2WL(downward)
1.2DL+1.2LL+1.2WL(downward)
Section
Factored Self weight of 2nos. RHS post = 1.2*22.6*9.81/1000*2750/1000*2= 0.95 kN
Factored Axial compression from RHS beam, Pf = 10.35 kN
Factored axial compression, Pfd = 11.3 kN
Factored moment, Mf = 9.13 kNm
Axial deisgn
Pfd = 11.3 kN
fa = Pfd / A/n = 11.3*1000/1840/2= 3.07 N/mm2
slendereness ratio, = L/r 2750/58= 47.41 <180 2 2
From table of HK2005, reduced axial stress, pa = 195 N/mm > 3.07 N/mm
CHECK OK
Bending design
Mf = 9.13 kNm 2 2
fb = Mf / Z/ n = 9.13*10^6/76500/2= 59.67 N/mm < 220 N/mm
CHECK OK
Case 3 : 1.2DL + 1.2LL + 1.2WL (lateral)
Load widith per RHS post bay, b =
1.759 m
Load length per RHS post bay, L =
Load area per SHS post, A = 1.759*2.1=
No. of slat at roof deck, n =
Height of SHS post, H =
2.1 m
3.69 m2
14
2.75 m
Dead load: self weight of slat =
self weight of 200x100x22.6kg/m RHS =
Self weight of 160x180x14.4kg/m SHS =
0.063*1.759*14=
22.6*9.81/1000*2.1=
14.4*9.81/1000*2.75*2=
1.55 kN
0.47 kN
0.78 kN
2.8 kN
Live load : Maintenance live load = 0.75*3.69= 2.77 kN
Lateral wind load assessment:
Area I 500
Area II 160
Area III 2750
Lateral wind load Section
(Lateral wind load)
Design wind pressure, qw =Sa*Cp *qz = 7.62 kPa
I- Roof Deck
II- 160x80x14.4kg/m RHS post-2nos. Of 0.7m long
III- 160x80x14.4kg/m SHS post -2.75m long
(1) (2) (3)=(1)*(2)*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 1.759 1 1.21 2.75 3.33 II 0.5 x 0.1 2 0.76 3.1 2.36 III 0.08 x 2.75 2 3.35 1.375 4.61
5.32 10.3
Design factored Axial compression, Pf = 1.2DL + 1.2LL= 1.2*2.8+1.2*2.77= 6.68 kN
Design factored lateral wind shear, Vf = 1.2*S = 1.2*5.32= 6.38 kN
Design factored bending moment, Mf = 1.2*M = 1.2*10.3= 12.36 kNm
w
w
2
2
Axial deisgn
Pfd = 6.68 kN
fa = Pfd / A /n= 6.68*1000/1840/2= 1.82 N/mm
slendereness ratio, = L/r 2750/58= 47.41 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 1.82 N/mm2
CHECK OK
Shear design
Vf = 6.38 kN
2 2
fv = Vf / A /n= 6.38*1000/1840/2= 1.73 N/mm > 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Bending design
Mf = 12.36 kNm
2 2
fb = Mf / Z /n= 12.36*10^6/76500/2= 80.78 N/mm < 220 N/mm
CHECK OK
Weld Design
Consider one post
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 6.68 kN
Factored Shear, Vf = 6.38 kN
Factored moment, Mf = 12.36 kNm
Axial Weld stress, faw = Pf / Lw /n = 6.68*1000/660/2= 5.06 N/mm
Shear Weld stress, fvw = Vf / Lw /n = 6.38*1000/660/2= 4.83 N/mm
Bending weld stress, fbw = Mf / Zw /n = 12.36*10^6/13013/2= 474.91 N/mm
For conservative design,
Combined weld stress, few = fbw+faw+fvw = 474.91+4.83+5.06= 485 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 485 N/mm
CHECK OK
Case 4 : 1.4DL+1.4WL(lateral)
Design factored Axial compression, Pf = 1.4DL 1.4*2.8= 3.92 kN
Design factored lateral wind shear, Vf = 1.4*S = 1.4*5.32= 7.45 kN
Design factored bending moment, Mf = 1.4*M = 1.4*10.3= 14.42 kNm
Axial deisgn
Pfd = 3.92 kN
fa = Pfd / A /n= 3.92*1000/1840/2= 1.07 N/mm
slendereness ratio, = L/r 2750/58= 47.41 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 1.07 N/mm2
CHECK OK
w
w
Shear design
Vf = 7.45 kN
2 2
fv = Vf / A/n = 7.45*1000/1840/2= 2.02 N/mm < 0.6*220 N/mm
= 132 N/mm2
CHECK OK
Bending design
Mf = 14.42 kNm
2 2
fb = Mf / Z/n = 14.42*10^6/76500/2 = 94.25 N/mm < 220 N/mm
CHECK OK
Weld Design
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 3.92 kN
Factored Shear, Vf = 7.45 kN
Factored moment, Mf = 14.42 kNm
Axial Weld stress, faw = Pf / Lw /n = 3.92*1000/660/2= 2.97 N/mm
Shear Weld stress, fvw = Vf / Lw /n = 7.45*1000/660/2= 5.64 N/mm
Bending weld stress, fbw = Mf / Zw /n = 14.42*10^6/13013/2= 554.06 N/mm
For conservative design,
Combined weld stress, few = fbw+faw+fvw = 554.06+5.64+2.97= 563 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 563 N/mm
CHECK OK
Case 5 : 1.4DL+1.4WL(downward)
Load widith per SHS post bay, b = 1.759 m
Load length per SHS post bay, L = 2.1 m
Load area per SHS post, A = 1.759*2.1= 3.69 m2 No. of slat at roof deck, n = 14 Height of SHS post, H = 2.75 m
Dead load: self weight of slat = 0.063*1.759*14= 1.55 kN
self weight of 200x100x22.6kg/m RHS = 22.6*9.81/1000*2.1= 0.47 kN
Self weight of 2nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*2.75*2= 0.78 kN
2.8 kN
1.4DL = 1.4*2.8= 3.92 kN
w
w
2
Downward wind load :
Nos. of slat, n = 14
design wind pressure, qw = 7.62 kPa
load width per slat, B = 60 mm
(Section)
Downward wind load, WLdownward = 60/1000*1.759*14*7.62= 11.26 kN
Eccentric moment, Me,downward = 11.26*1.935/2= 10.89 kNm
1.4DL + 1.4 * WLdownward = 21.3 kN
1.4*Me,downward = 15.246 kNm
Axial deisgn
Pfd = 21.3 kN
fa = Pfd / A /n= 21.252*1000/1840/2= 5.78 N/mm
slendereness ratio, = L/r 2750/58= 47.41 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 5.78 N/mm2
CHECK OK
Bending design
Mf = 15.246 kNm
2 2
fb = Mf / Z /n= 15.246*10^6/76500/ 2= 99.65 N/mm < 220 N/mm
CHECK OK
Weld Design
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 21.3 kN
Factored moment, Mf = 15.246 kNm
Axial Weld stress, faw = Pf / Lw /n = 21.252*1000/660 /2= 16.1 N/mm
Bending weld stress, fbw = Mf / Zw /n = 15.246*10^6/13013/2 = 585.8 N/mm
For conservative design,
Combined weld stress, few = fbw+faw+fvw = 585.8+16.1= 602 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 602 N/mm
CHECK OK
Case 6 : 1.0DL-1.4WL(downward)
Load widith per SHS post bay, b = 1.759 m
Load length per SHS post bay, L = 2.1 m
Load area per SHS post, A = 1.759*2.1= 3.69 m2
No. of slat at roof deck, n = 14
Height of SHS post, H = 2.75 m
Dead load: self weight of slat = 0.063*1.759*14= 1.55 kN
self weight of 200x100x22.6kg/m RHS = 22.6*9.81/1000*2.1= 0.47 kN
Self weight of 2nos.160 x80x14.4kg/m SHS = 14.4*9.81/1000*2.75*2= 0.78 kN
2.8 kN
Live load : Maintenance live load = 0.75*3.69= 2.77 kN
1.0DL = 1.0*2.8= 2.8 kN
Downward wind load :
Nos. of slat, n = 14
design wind pressure, qw = 7.62 kPa
load width per slat, B = 60 mm
(Section)
Downward wind load, WLdownward = 60/1000*1.759*14*7.62= 11.26 kN
Eccentric moment, Me,downward = 11.26*1.935/2= 10.89 kNm
1.0DL - 1.4 * WLdownward = 15.2 kN
1.4*Me,downward = 15.246 kNm
w
w
2
Axial deisgn
Pfd = 15.2 kN
fa = Pfd / A /n= 15.18*1000//2= 4.13 N/mm
slendereness ratio, = L/r 2750/58= 47.41 <180
From table of HK2005, reduced axial stress, pa = 195 N/mm2
> 4.13 N/mm2
CHECK OK
Bending design
Mf = 15.246 kNm
2 2
fb = Mf / Z /n= 15.246*10^6/76500/ 2= 99.65 N/mm < 220 N/mm
CHECK OK
Weld Design
Weld length provided, Lw = 2*10+2*80+4*120= 660 mm
Weld Moment of inertia, I = 2*10*80^2+2*1/12*80^3+4*1/12*120^3+4*80*40^2= 1301333 mm3
Weld Elastic modulus, Z = 1301333/(200)= 13013 mm2
Factored Axial compression, Pf = 15.2 kN
Factored moment, Mf = 15.246 kNm
Axial Weld stress, faw = Pf / Lw /n = 15.18*1000/660 /2= 11.5 N/mm
Bending weld stress, fbw = Mf / Zw /n = 15.246*10^6/13013/2 = 585.8 N/mm
For conservative design, 2 2 1/2
Combined weld stress, few = (fbw +faw ) = (585.8^2+15.18^2)^0.5= 586 N/mm
Provide 6 mm fillet weld
Provided weld strength, pw = 0.7*220*6= 924 N/mm > 586 N/mm
CHECK OK
Design of anchor bolt
Plan
Consider Case 1 and Case 5 for steel post, Factored Axial compression, Pf = 21.3 kN (Case 5 control) Factored Shear, Vf =
Factored moment, Mf = 7.5 kN
15.246 kNm (Case 4 control)
(Case 5 control)
Anchor bolt design is performed by Hilti's computer program. Please refer next page.
Provide 8 nos. HIT-RE500/HAS-E M16x125 bolt
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 5
at Area
H2
2.8
2.77
5.57
5.32
10.3
11.26
10. Loading Schedule and Anchor Bolt Design
8
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 1 at
Area C
3.01
3.56
6.57
3.95
7.39
7.68
Item
DL
LL
DL+LL
Lateral wind
Upward/downward
wind
Axial (kN) Axial (kN) Axial (kN) Shear (kN) Moment (kNm) Axial (kN)
Pergola 2 at
Area D
3.69
4.43
8.12
6.85
13.35
17.74
Item
DL
LL
DL+LL
Lateral wind
Upward/downward
wind
Axial (kN) Axial (kN) Axial (kN) Shear (kN) Moment (kNm) Axial (kN)
Pergola 3 at
Area H1
2.94
3.16
6.1
5.55
10.93
12.48
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 H2
2.8
2.77
5.57
5.32
10.3
11.26
Pergola Area Axial (kN) Shear (kN) Moment (kNm)
2 C 13.6 5.53 10.402
3 D 32.1 9.59 24.02
4 H1 23.2 7.77 16.90
5 H2 21.3 7.45 15.25
Factored Anchor bolt design load
Control case
User application
PROFIS Anchor 1.8.0
http://www.hilti.com/
Specifier's comments:
Company:
Specifier:
Address:
Phone/Fax: - / -
E-Mail:
Page 1 of 5
Project:
Contract No.:
Responsible:
Location/Date: - / 23/9/2009
Anchor type and size: HIT-RE 500 + HAS-E (5.8)-M16
Effective embedment depth: hef
= 125 mm
Material: 5.8
Approval No.:
Issued/Valid: - / -
Proof: Engineering judgement SOFA - after ETAG testing
Stand-off installation: eb
= 0 mm (no stand-off) ; t = 12 mm
Anchor plate: S235 (ST37) ; ; lx x ly x t = 400 x 400 x 12 mm
Base material: uncracked concrete C25/30, fcc = 30.00 N/mm ; h = 350 mm
Reinforcement: reinforcement spacing >= 150 mm
no longitudinal edge reinforcement
Anchor
Geometry [mm]
plan view y
section A z
x
t=12
hef
=125
lx
= 400 x
section B z
y
h = 350
>10h
ef 300
section A
>10h ef
ly
= 400
Loading
Resulting loads [kN, kNm] Design loads [kN, kNm]
N 32.10
Vx 0.00
Vy 9.59
Mx -24.02
My 0.00
Mz 0.00
Eccentricity (structural section) [mm]
ex = 0 ; ey = 0
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
NRk,s
[kN ] M,s
h [kN ] N
h [kN ]
72.15 1.500 48.10 26.00
Rd,p Sd
Rk,c
User application
PROFIS Anchor 1.8.0
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Load case (Design loads):
Anchor reactions [kN]
Tension force: (+Tension -Pressure)
Anchor
1 Tension force
26.00 Shear force
1.20 2 26.00 1.20 3 26.00 1.20
4 11.98 1.20 5 11.98 1.20
6 0.00 1.20 7 0.00 1.20
8 0.00 1.20
max. concrete compressive strain [ : 0.18
max. concrete compressive stress [N/mm : 4.86
resulting tension force [kN]: 102.00
resulting compression force [kN]: 69.87
Tension load
Design values [kN] Proof Load Capacity Utilisation
N [%] Status
Steel failure 26.00 48.10 54 OK Pull-out failure 26.00 37.99 68 OK
Concrete cone failure 101.97 121.65 84 OK
Steel failure N
Rd,s Sd
Pull-out failure
NRk,p
[kN ]
62.42
c
1.095
M,p
1.800
N
h [kN ]
37.99
N
h [kN ]
26.00
Concrete cone failure
2
Ac,N [mm ] 0 2
Ac,N [mm ] ccr,N [mm ] scr,N [mm ]
212500.0 62500.0 125 250
ec1,N
ec2,N
re,N
s,N
ucr,N 1.000 0.835 1.000 1.000 1.400
N0
[kN] M,c
NRd,c
[kN ]
NSd
[kN ]
55.11 1.800 121.65 101.97
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Rk,c V [kN ]
Sd
Rk,c
User application
PROFIS Anchor 1.8.0
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Shear load
Design values [kN] Proof Load Capacity Utilisation
V [%] Status
Steel failure (without lever
arm)
Pryout failure
1.20
1.20
34.60
61.73
3
2
OK
OK Concrete edge failure in
direction y+
9.59 134.07 7 OK
Steel failure (without lever arm) h
[kN ]
V
h [kN ]
VRk,s [kN ]
43.25
M,s
1.250
VRd,s
34.60
Sd
1.20
Pryout failure
2
Ac,N
[mm ]
300000.0
0 2
Ac,N
[mm ]
62500.0 c
cr,N [mm ]
125 s
cr,N [mm ] k-factor
250 2.000
s,N
ec1,N ec2,N
re,N ucr,N
1.000 1.000 1.000 1.000 1.400
N0
[kN ]
55.11
M,c,p
1.500
h
Rd,c1
61.73
Vh
[kN ]
1.20
Concrete edge failure in direction y+
lf [mm ] d
nom [mm ] c
1 [mm ] A [mm
2] A
0 [mm
2] c,V c,V
125 16 650 787500.0 1901250.0
s,V
h,V ,V
ec,V ucr,V
1.000 1.407 1.000 1.000 1.400
V0
[kN ] M,c
V
Rd,c
[kN ] V
Sd
[kN ]
246.47 1.500 134.07 9.59
Combined tension and shear loads
N V Utilisation
N,V [%] Status
0.838 0.072 - 76 OK
N + V <= 1
( N + V) / 1.2 <= 1
Edge reinforcement
Edge reinforcement is not required to avoid splitting failure
No edge reinforcement is required to assure characteristic shear resistance against concrete edge failure
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
Sk
Sk
User application
PROFIS Anchor 1.8.0
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Displacements
The displacement of the highest loaded anchor should be calculated according to the relevant approval. The displacement due to
hole tolerances can be neglected, because this method assumes filled holes (Hilti Dynamic Set). The characteristic loads of the
highest loaded anchor are
Nh
= 20.19 [kN]
Vh
= 2.37 [kN]
The acceptable anchor displacements depend on the fastened construction and must be defined by the designer!
Proof of the transmission of the anchor loads to the supports
Transmission of the anchor loads into the concrete
Checking the transfer of loads into the base is required in accordance with ETAG Section 7.1!
Shear resistance of base material
Shear resistance of the base material must be checked according to relevant approval or Eurocode 2/ BS8110 etc.
Warnings
An even load distribution of the shear load is assumed, e.g. by using the Hilti Dynamic Set.
The compliance with current standards (e.g. EC3) is the responsibility of the user
Dry hole and standard cleaning are assumed! Temperature influence is neglected!
Fastening meets the design criteria!
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor ( c ) 2003 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
-200 200
200
200 200
-200
-200 -200
1
2 -150 -150 4 -150 0 7 0
0 -150 5 150 0 8 150 150
150
3 150 -150 6 -150 150
User application
PROFIS Anchor 1.8.0
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Anchorplate, steel: S235 (ST37)
Section type: Square hollow section - 150 x 150 x 10,0 (150 x 150 x 10)
Hole diameter d f = 18 mm
Recommended plate thickness: not calculated
y
6 7 8
x
4 5
1 2 3
50.0 50.0
200.0 200.0
Coordinates Anchor [mm]
Anchor x y
Anchor x y
Anchor x y
Anchorplate [mm]
x y
Appendix A - Wind Topography Analysis
9
Appendix B - Reference Design Intent Drawing
10
Appendix C - Recycled Plastic Wood Test Report
1