Design Report for Proposed Pcea Church Kenyatta Road Truss t1

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Date : 18TH MARCH 2012

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DESIGN REPORT FOR DESIGN REPORT FOR PROPOSED ROOFWORK

FOR PCEA CHURCH KENYATTA ROAD.

MARCH 2012

TRUSS T1(SEE AUTOCAD SKETCH FOR ACTUAL DESIGN DIMENSIONS)

FIG 1: TRUSS 1 NODES AND MEMBER NUMBERS

TRUSS 1 PARAMETERS

• Roof pitch 22 degrees to horizontal, 11 degrees between top and bottom chord.

• See dimensions in autocad sketch for Truss T1

• PINNED SUPPORTS NODE 15 & 21 ROLLER SUPPORT NODE 1



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FIG 2: TRUSS 1 MEMBER LENGTHS

DESIGN LOADS• Dead load 0.6KN/M2 ( Concrete tiles 15mm thick, Purlins and battens, truss self weight etc)

• Live load 0.25KN/M2

• Wind load calculated using fastrak wind software( KN/M2) for assumed wind speed of 28m/s.

MEMBER WIND 1(FRONTSIDE A CPI =+0.2) WIND 2(FRONTSIDE A CPI =-0.3)

WIND 3(GABLE

SIDE A

CPI =+0.2)

RHS RAFTER (M11-20) -0.1818 -0.0061 -0.2727

ANALYSIS AND DESIGN WAS DONE USING MASTERSERIES SOFTWARE.

LOADING CASES AND LOAD COMBINATION

Load Group LabelsLoad Group UT Unity Load Factor (All Cases)

Load Group D1 Dead Load

Load Group L1 Live Load

Load Group W1 Wind LoadLoad Group W2 Wind Load

Load Group W3 Wind Load

Density for Self WeightDensity for Self Weight D1 D 78.50

Load Case 001 : Dead plus Live (Ultimate)Load Combination + 1.00 UT + 1.40 D1 + 1.60 L1

Load Case 002 : Live Only (Serviceability)Load Combination + 1.00 UT + 1.00 L1

Load Case 003 : 1.2 Dead+1.2 Live+1.2 Wind1Load Combination + 1.00 UT + 1.20 D1 + 1.20 L1 + 1.20 W1





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Load Case 006 : 1.0 Dead+1.4 Wind1Load Combination + 1.00 UT + 1.00 D1 + 1.40 W1



THE NODAL CO-ORDINATES

Node X (m) Y (m) Z (m) Node X (m) Y (m) Z (m)

1 28.270 0.000 0.000 2 26.280 0.387 0.000

3 23.280 0.970 0.000 4 25.034 1.307 0.000

5 20.280 1.553 0.000 6 17.280 2.136 0.000

7 22.252 2.431 0.000 8 14.280 2.719 0.000

9 11.280 3.303 0.000 10 19.471 3.555 0.000

11 8.280 3.886 0.000 12 5.280 4.469 0.000

13 16.689 4.679 0.000 14 2.280 5.052 0.00015 0.000 5.495 0.000 16 13.908 5.803 0.000

17 11.126 6.927 0.000 18 8.345 8.050 0.000

19 5.563 9.174 0.000 20 2.782 10.298 0.000

21 0.000 11.422 0.000

MEMBER PROPERTIES

Members 1-10 TOP CHORDM ... ... 100x100x3.6 SHS 10.8

Members 11-20 BOTTOM CHORDM ... ... 100x100x4 SHS 11.9

Members 21-25

M ... ... 90x90x5 SHS 13.1

Members 26-31M ... ... 80x80x4 SHS 9.41

Members 32-39

M ... ... 50x50x6 SHS 7.99

MEMBER LOADING

Members 11-20UT Spacing 06.000 [Multiply AllLoads]

D1 UDLY -000.600 [ kN/m ]

L1 UDLY -000.250 [ kN/m ]

W1 UDLN -000.182 [ kN/m ]

W2 UDLN -000.006 [ kN/m ]

W3 UDLN -000.273 [ kN/m ]

MEMBER END RELEASES

22 23 24 25

26 27 28 29

30 31 32 33

34 35 36 37

38 39

NODAL LOADING AND SUPPORT CONDITIONS

NODES 15 and 21UT Rs 1 1 1 0 0 0 (PINNED SUPPORTS)

NODE 1

UT Rs 0 1 0 0 0 0 (ROLLER SUPPORT)



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MAXIMUM MEMBER FORCES

Member Forces (Maximum Values)Me

m

ber

Nodes

End 1-2

Force

(kN)

Stress

(N/mm²)

Length

(m)

C

T

Me

m

ber

Nodes

End 1-2

Force

(kN)

Stress

(N/mm²)

Length

(m)

C

T

1 1 2 -216.191 157.3 2.027 T 2 2 3 -215.250 156.7 3.056 T

3 3 5 -162.006 117.9 3.056 T 4 5 6 -108.572 79.0 3.056 T

5 6 8 -55.007 40.0 3.056 T 6 8 9 -7.576 5.5 3.056 T

7 9 11 52.675 38.3 3.056 C 8 11 12 106.888 77.8 3.056 C

9 12 14 161.333 117.4 3.056 C 10 14 15 216.156 157.3 2.323 C

11 1 4 228.871 150.7 3.490 C 12 4 7 185.466 122.1 3.000 C

13 7 10 127.606 84.0 3.000 C 14 10 13 68.047 44.8 3.000 C

15 13 16 7.771 5.1 3.000 C 16 16 17 -53.054 34.9 3.000 T

17 17 18 -114.325 75.3 2.999 T 18 18 19 -175.973 115.8 3.000 T

19 19 20 -238.177 156.8 3.000 T 20 20 21 -287.551 189.3 3.000 T

21 15 21 0.000 0.0 5.927 22 15 20 108.586 64.9 5.551 C

23 14 20 -90.652 54.2 5.270 T 24 14 19 100.245 59.9 5.270 C

25 12 19 -79.774 47.7 4.714 T 26 12 18 89.558 74.7 4.714 C

27 11 18 -69.381 57.9 4.165 T 28 11 17 79.466 66.3 4.165 C

29 9 17 -59.298 49.5 3.627 T 30 9 16 69.654 58.1 3.627 C

31 8 16 -49.512 41.3 3.106 T 32 8 13 60.323 59.3 3.106 C

33 6 13 -40.178 39.5 2.611 T 34 6 10 51.809 50.9 2.610 C

35 5 10 -31.308 30.8 2.159 T 36 5 7 44.577 43.8 2.159 C

37 3 7 -22.469 22.1 1.786 T 38 3 4 40.055 39.4 1.786 C

39 2 4 -1.142 1.1 1.549 T

C FOR COMPRESSION T FOR TENSION

SUPPORT REACTIONS (MAXIMUM VALUES)

Support Reactions (Maximum Values)

NodeSupport Reactions (kN)

NodeSupport Reactions (kN)

Rx(kN) Ry(kN) Rx(kN) Ry(kN)

1 0.000 56.925 15 266.613 53.964

21 -266.612 118.863 Total -26.193 229.752

DESIGN OF MEMBERS

EXTERNALS

TOP CHORD

STRUT AND TIE (MEMBER)

TOP CHORD

Members 11-20 (N.1-N.21) @ Level 1Classification and Design Strength (BS 5950: 1990)

Section (11.9 kg/m) 100x100x4 SHS 11.9 [Grade 43] py = Fn(b/t,d/t,py,F,My) 22, 22, 275, -287.551, 0 † 275 N/mm² Plastic† Section 3 and Appendix H. Web, generally

Auto Design Load Cases 1 and 3-8



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Strut by Two Rows of Bolts or Equivalent Weld (Case 1)λ = Fn(Lx,Ly,rx,ry) 3.,3.,3.91,3.91 76.8 OK

Pc = Area.pc 15.19x210.24/10 = 319.347 kN Table 27 aF (Strut)/Pc 228.871 / 319.347 0.717 OK

Axially Loaded Member in Tension : 3.3.3 (Case 1)Ae = Fn(Ag,A.net,py,Us) 15.19,15.19,275,410 15.19 cm²

Tc = Ae.py 15.19x275/10 = 417.725 kN

F (Tie)/Tc 287.551 / 417.725 0.688 OK

BOTTOM CHORD


BOTTOM CHORD

Members 1-10 (N.1-N.15) @ Level 1Classification and Design Strength (BS 5950: 1990)

Section (10.8 kg/m) 100x100x3.6 SHS 10.8 [Grade 43]

py = Fn(b/t,d/t,py,F,My) 24.78, 24.78, 275, -216.191, 0 † 275 N/mm² Plastic† Section 3 and Appendix H. Web, generally


Strut by Two Rows of Bolts or Equivalent Weld (Case 1)λ = Fn(Lx,Ly,rx,ry) 3.,3.,3.92,3.92 76.44 OK

Pc = Area.pc 13.74x210.98/10 = 289.888 kN Table 27 a

F (Strut)/Pc 216.156 / 289.888 0.746 OK

Axially Loaded Member in Tension : 3.3.3 (Case 1)Ae = Fn(Ag,A.net,py,Us) 13.74,13.74,275,410 13.74 cm²

Tc = Ae.py 13.74x275/10 = 377.85 kN

F (Tie)/Tc 216.191 / 377.85 0.572 OK

INTERNALS


a) INTERNAL 1

Member 21 to 25 (N.15-N.20) @ Level 1Classification and Design Strength (BS 5950: 1990)

Section (13.1 kg/m) 90x90x5 SHS 13.1 [Grade 43]

py = Fn(b/t,d/t,py,F,My) 15, 15, 275, 0, 0 † 275 N/mm² Plastic† Section 3 and Appendix H. Web, generally


Strut by Two Rows of Bolts or Equivalent Weld (Case 1)λ = Fn(Lx,Ly,rx,ry) 5.551,5.551,3.45,3.45 160.7 OK


F (Strut)/Pc 108.586 / 118.083 0.920 OK

b) INTERNAL 2Member 26 to 31 (N.12-N.18) @ Level 1

Classification and Design Strength (BS 5950: 1990)Section (9.41 kg/m) 80x80x4 SHS 9.41 [Grade 43]



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py = Fn(b/t,d/t,py,F,My) 17, 17, 275, 0, 0 † 275 N/mm² Plastic† Section 3 and Appendix H. Web, generally




F (Strut)/Pc 89.558 / 93.124 0.962 OK

c) INTERNAL 3

Member 32 to 39 (N.8-N.13) @ Level 1Classification and Design Strength (BS 5950: 1990)

Section (7.99 kg/m) 50x50x6 SHS 7.99 [Grade 43]

py = Fn(b/t,d/t,py,F,My) 5.33, 5.33, 275, 0, 0 † 275 N/mm² Plastic

† Section 3 and Appendix H. Web, generallyAuto Design Load Cases 1 and 3-8



F (Strut)/Pc 60.323 / 61.155 0.986 OK

FIG TRUSS 1 DESIGN SECTIONS

SUMMARY TABLE FOR TRUSS 1 DESIGNED SECTIONS

MEMBER DESCRIPTION SECTION

Members 1-10 TOP CHORD 100x100x3.6 SHS 10.8

Members 11-20 BOTTOM CHORD 100x100x4 SHS 11.9



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Members 21-25 INTERNALS 1 90x90x5 SHS 13.1

Members 26-31 INTERNAL 2 80x80x4 SHS 9.41

Members 32-39 INTERNALS 3 50x50x6 SHS 7.99

Documents

Design Report for Proposed Pcea Church Kenyatta Road Truss t1