Job No. Sheet No. Rev. CONSULTING Engineering … · Note that the pressure coefficient, C p is the...

Job No. Sheet No. Rev.

Job Title

XX

EC5 Ref

Structural Description

Timber Material Properties

Timber Name or Strength Class

Mean Density, ρmean 600 kg/m3

Material Safety Factor, γm (1.30Solid; 1.25Glulam; 1.20LVL) 1.30

Service Class

kmod kdef kmod kdef kmod kdef

Class 1 0.60 0.60 0.80 0.25 0.90 0.00

Class 2 0.60 0.80 0.80 0.25 0.90 0.00

Class 3 0.50 2.00 0.65 0.75 0.70 0.30

Permanent Action - ULS Factored (DL+SDL) and SLS Unfactored (DL+SDL)

Modification Factor for Temp, Moisture, Load Duration, kmod,pt 0.50

Modification Factor for Creep and Moisture, kdef,pt 2.00

Medium Term Action - ULS Factored (DL+SDL+LL)

Modification Factor for Temp, Moisture, Load Duration, kmod,mt 0.65

Modification Factor for Creep and Moisture, kdef,mt 0.75

Factor for the Quasi-Permanent Value, ψ2,mt 0.30

Medium Term Action - SLS Unfactored (DL+SDL+LL)

For the (DL+SDL) component, the above permanent action values,

whilst for the LL component, the above ULS medium term values.

Short Term Action - ULS Factored (DL+SDL+LL+WIND+SNOW)

Modification Factor for Temp, Moisture, Load Duration, kmod,st 0.70

Modification Factor for Creep and Moisture, kdef,st 0.30

Factor for the Quasi-Permanent Value, ψ2,st 0.30

Short Term Action - SLS Unfactored (DL+SDL+WIND+SNOW)

For the (DL+SDL) component, the above permanent action values,

whilst for the (LL+WIND+SNOW) component, the above ULS short term values.

Note where the particular effect on a particular structural element is due to both medium

and short term actions, the more critical medium term action parameters are adopted;

Young's Modulus (Mean) Parallel, E0,mean 11.000 GPa

Young's Modulus (5%) Parallel, E0.05 7.600 GPa

Shear Modulus (Mean), Gmean 2.190 GPa

Shear Modulus (5%), G0.05 1.513 GPa

Characteristic Density, ρk 510 kg/m3

CONSULTING

E N G I N E E R S

Engineering Calculation Sheet Consulting Engineers jXXX 1

Structure Design - Timber Portal Frame EC5 v2015.01.xlsm

Structure Design - Timber Portal Frame 20/08/2015

The four pinned portal truss frame (truss frame without a finite depth at eaves) is stable in itsplane due to the roof diaphragm or wind girder spanning onto walls or bracing in the plane of theframe. Lateral stability in the orthogonal direction is also provided by the roof diaphragm or windgirder spanning onto orthogonal walls or bracing.

Permanent Short TermMedium Term

Made by Date Chd.

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Job Title

XX

EC5 Ref

Modification Factors

Modification Factor for Bending Stress Redistribution, km 0.7

Modification Factor for Bending Depth, kh Variable

Solid Timber Glulam LVL

where s 0.2

Modification Factor for System Strength (Load Sharing System), ksys 1.1

Note modification factor for notched end beams, k v taken as 1.0, modification factor for bearing,

k c,90 taken as 1.0, the bearing lengths taken as 20% of span and the h and b modifiers h mod%

and b mod% taken as 100.0%, these effectively precluding the notched end beam shear and end

bearing checks from being critical; Thus notched shear and end bearing are to be checked separately;

Spaced Column Section Properties (Where Relevant)

Torsion Constant Modification

Packs or Gussets

Pack or Gusset Connector Type for Factor η

Permanent / Long Term Factor, η 4.0

Medium / Short Term Factor, η 3.0

Note spaced columns generally considered as compression members;

Note a nominal length / eccentricity of 1000 assumed for the local shaft major plane curvature;

Note unconservatively, the pack or gusset bending, pack or gusset shear and connector slip

have been ignored in the h-plane shear area modification formula;

CONSULTING

E N G I N E E R S jXXX 2

20/08/2015

Engineering Calculation Sheet Consulting Engineers


Structure Design - Timber Portal Frame Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref

Roof Loading (On Slope Where Relevant)

Ballast (Flat Slope), pSDL 0.00 kPa

Covering, pSDL 0.16 kPa

Battens (Pitched Slope), pSDL 0.04 kPa

Waterproofing (Flat Slope), pSDL 0.00 kPa

Counter Battens (Pitched Slope), pSDL 0.00 kPa

Underlay (Pitched Slope), pSDL 0.01 kPa

Sarking Decking, pSDL 0.00 kPa

Thermal Insulation, pSDL 100.0 mm 0.00 kPa

Services, pSDL 0.00 kPa

Ceiling, pSDL 0.11 kPa

Total Super Dead Load, pΣSDL 0.32 kPa

Live Load, pLL 0.25 kPa

Wind Net Drag Pressure, pWIND,u/d = qs.Cp,u/d.Ca 0.67 Cp,u/d kPa

Site (Mean) Wind Speed (10m Mean Hourly or Gust / 1.62), Vs 21.0 m/s

Terrain Factor, Sb 1.57

Effective Height, He 5.000 m

Effective (3s-Gust) Wind Speed, Ve = Vs.Sb 33.0 m/s

Dynamic Wind Pressure, qs = 0.613Ve2 0.67 kPa BS6399-2

Size Effect Factor for External and Internal Pressures, Ca (= 1.000 Conservatively)1.000 cl.2.1.3.4

Snow Load, pSNOW (Usually 0.60kPa − 0.75kPa) 0.00 kPa cl.2.6.1, cl.2.6.2

Note for the design of the roof (and only the roof) the greater of the live load and snow load is adopted,

with the lesser value put to zero in view of the fact that design live and snow loads are not simultaneous;

Roof Space Floor Loading (Where Relevant)

Live Load, pLL,FLR (Including Partitions) 0.25 kPa

(Usually 1.50kPa Domestic Floor or 0.25kPa Domestic Ceiling)

Note dedicated beams supporting partitions should be specifically designed;

Total Super Dead Load, pΣSDL,FLR 0.25 kPa

Connection Properties

Fastener Type Fastener Diameter, d 12 mm

Fastener Tensile Strength, fu or fu,k 400 N/mm2

Information and Analysis Assumption

Information

Note that the maximum effects (axial, bending and shear) are accounted for as if acting

concurrently in the same location, although in reality (and indeed in theory) they do not;

Note that out of roof plane connection eccentricity (which induces out of plane moments

into the member) has been ignored, unconservatively;

Note that precamber of zero assumed for SLS effects where relevant;

Note although connections have been assumed to consist of individual fasteners, overall

connection design forces are also quoted for pressed metal fasteners where appropriate;

For simplicity, and conservatism, fastener rope effect ignored;

CONSULTING

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Engineering Calculation Sheet Consulting Engineers jXXX

Information

Pitched Slope1. Covering2. Battens3. Counter Battens (Warm Roof / Sarking Decking)4. Underlay5. Thermal Insulation With VCL Above Ceiling (Warm Roof)6. Optional Sarking Decking7. Rafters 8. Thermal Insulation With Optional VCL Above Ceiling (Cold Roof)9. Services

10. Ceiling

Flat Slope1. Ballast (Inverted Warm Roof)2. Thermal Insulation Without VCL Under (Inverted Warm Roof)3. Optional Covering4. Waterproofing5. Thermal Insulation With VCL Under (Warm Roof)6. Sarking Decking7. Firring 8. Joists 9. Thermal Insulation With VCL Under (Cold Roof) 10. Services 11. Ceiling

Note that Vs=Vb.Sa.Sd.Ss.Sp, Vb=basic (mean) wind speed (London 21m/s) [BS6399-2];Note that Vs=(VS/Sb).Md.Mz,cat.Ms.Mh, VS=station (3s-gust) wind speed (KL 33.5m/s) [MS1553];

Made by Date Chd.

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Job Title

XX

EC5 Ref

Flat Traditional Roof

Span, L 4.500 m

Spacing, s (Usually 400mm, 450mm or 600mm) 0.650 m

Enclosed Building or Building With Dominant Openings ? T.16, T.17

Case A: No Dominant Openings

Internal Pressure as Max Positive or Min Negative ? T.16

Case B: With Dominant Openings

Wall With Dominant Opening BS6399-2

Ratio of Dominant Opening Area to Remaining Openings (Where Applicable) T.17

Downward Wind Pressure Coefficient, Cp,d for Flat Roof -0.64 BS6399-2

Upward Wind Pressure Coefficient, Cp,u for Flat Roof -1.34 T.8

Note that the pressure coefficient, C p is the net pressure coefficient, C p =C pe -C pi where C pe BS6399-2

is the external and C pi the internal pressure coefficients, respectively; T.16, T.17

Note − ve C p indicates uplift;

Perform Design

Overall Utilisation 96%

Total Mass = Mass of (Joists) 25 kg

Dead Load UDL, ωDL = Total Mass . g / L 0.1 kN/m

Dead Load Pressure, pDL = ωDL / s 0.09 kPa

Joist Concentrated Live Load, CPLL (BS5268-7.2:1989) 1.8 kN

[Note CP LL effects considered for ULS, but ignored for SLS effects;]

Joist Section (Permanent and Short Term Action)

cl.2.6.1, cl.2.6.2 Joist Length, Ljoist = L 4.500 m

Joist LTB Length, Ljoist,LTB = L / (1 + Struttings) 4.500 m

Joist Buckling Length (h-Plane), Ljoist,euler,h = %.L 0.900 m

Joist Buckling Length (b-Plane), Ljoist,euler,b = %.L 0.900 m

Joist Width, bjoist 47 mm

Joist Depth, hjoist 200 mm

Mass of Joist Members = Ljoist.bjoist.hjoist.ρmean 25 kg

Modification Factor for Bending Depth, kh 1.0

Line LL UDL on Support = (pLL+pSNOW+pWIND,d).L/2 -0.39 kN/m

Line DL+SDL UDL on Support = (pΣSDL+pDL).L/2 0.91 kN/m

[Note uplift wind conditions have been ignored for this foundation load take down purpose;]

[Note CP LL features not in these foundation effects as CP LL is localised to a particular joist at a time;]




CONSULTING

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Perform Design

Made by Date Chd.

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Job Title

XX

EC5 Ref

Effects Equations

Vertical Reaction, R V = MAX ( ω .L/2, ω BEREFT of pLL .L/2 + P/2);

Note − ve loading ω indicates net uplift; Note − ve R v indicates downward force due to net uplift;

Joist Axial Force = 0.0;

Joist Shear Force = MAX ( ω .L/2, ω BEREFT of pLL .L/2 + P/2);

Joist Bending Moment = MAX ( ω .L 2 /8, ω BEREFT of pLL .L 2 /8 + P.L/4);

ULS Permanent Loading Combinations, ωωωωULS,PT

Combination A (ωωωωULS,PT,A) (Downward Critical)

ωULS,PT,A = [1.4pDL+1.4pΣSDL+0.0pLL+0.0pSNOW+0.0pWIND,d].s 0.4 kN/m

ωULS,PT,A,BEREFT of pLL = ωULS,PT,A − 0.0pLL.s 0.4 kN/m

PULS,PT,A = 0.0CPLL 0.0 kN

Vertical Reaction, RV 0.8 kN

Vertical Max Downdrag Reaction, RV = RV >= 0.0 0.8 kN

Vertical Max Uplift Reaction, RV = ABS (RV <= 0.0) 0.0 kN

Joist Axial Force, Fjoist 0.0 kN

Joist Shear Force, Vjoist 0.8 kN

Joist Bending Moment, Mjoist 0.9 kNm

Joist Utilisation 29%

5




CONSULTING

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Design Section

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EC5 Ref

ULS Short Term Loading Combinations, ωωωωULS,ST

Combination A (ωωωωULS,ST,A) (Downward Critical)

ωULS,ST,A = [1.4pDL+1.4pΣSDL+1.6pLL+1.6pSNOW+0.0pWIND,d].s 0.6 kN/m

Combination B (ωωωωULS,ST,B) (Downward Critical)

ωULS,ST,B = [1.4pDL+1.4pΣSDL+0.0pLL+0.0pSNOW+1.4pWIND,d].s 0.0 kN/m

Combination D (ωωωωULS,ST,D) (Downward Critical)

ωULS,ST,D = [1.2pDL+1.2pΣSDL+1.2pLL+1.2pSNOW+1.2pWIND,d].s 0.2 kN/m

Combination A, B, D (ωωωωULS,ST,MAX[A,B,D]) (Downward Critical)

ωULS,ST,MAX[A,B,D] = MAX [ωULS,ST,A, ωULS,ST,B, ωULS,ST,D] 0.6 kN/m

ωULS,ST,MAX[A,B,D],BEREFT of pLL = ωULS,ST,MAX[A,B,D] − (1.6, 0.0 or 1.2).pLL.s 0.4 kN/m

PULS,ST,MAX[A,B,D] = (1.6, 0.0 or 1.2).CPLL 2.9 kN








Combination C (ωωωωULS,ST,C) (Upward Critical)

ωULS,ST,C = ABS([1.0pDL+1.0pΣSDL+0.0pLL+0.0pSNOW+1.4pWIND,u].s <= 0.0) 0.5 kN/m

ωULS,ST,C,BEREFT of pLL = ωULS,ST,C − 0.0pLL.s 0.5 kN/m

PULS,ST,C = 0.0CPLL 0.0 kN








SLS Permanent and Short Term Loading Combinations, ωωωωSLS,PT/ST

Permanent Term Loading Combination (ωωωωSLS,PT) (Downward Critical)

ωSLS,PT = [1.0pDL+1.0pΣSDL].s 0.3 kN/m

Short Term Loading Combination (ωωωωSLS,ST) (Downward Critical)

ωSLS,ST = [1.0pLL+1.0pSNOW+1.0pWIND,d].s -0.1 kN/m

Joist Deflection Utilisation 96%

Joist Vibration Utilisation 64%

Structure Design - Timber Portal Frame


20/08/2015


CONSULTING

E N G I N E E R S

Design Section

Design Section

Design Section

Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref

Lean to Traditional Roof

Span, L 5.000 m

Depth, H 4.000 m

Span L / Depth H 1.3


Length of Slope, q = √(L2 + H2) 6.403 m







α BS6399-2

(degrees) Cp,d Cp,u Cp,d Cp,u T.9

5 -0.64 -1.24 -1.44 -1.44 BS6399-2

15 -0.44 -1.04 -1.54 -1.54 T.16, T.17

30 -0.24 -0.84 -1.54 -1.54

45 0.06 -0.64 -1.54 -1.54

60 0.16 0.16 -1.34 -1.34

75 0.16 0.16 -1.34 -1.34

Note that the pressure coefficient, C p is the net pressure coefficient, C p =C pe -C pi

where C pe is the external and C pi the internal pressure coefficients, respectively;


Pitch Angle, α = arctan (H/L) 38.7 degrees

Windward Downward Wind Pressure Coefficient, Cp,d,windward -0.06

Windward Upward Wind Pressure Coefficient, Cp,u,windward -0.72

Leeward Downward Wind Pressure Coefficient, Cp,d,leeward -1.54

Leeward Upward Wind Pressure Coefficient, Cp,u,leeward -1.54

jXXX



Windward Leeward

7

CONSULTING

E N G I N E E R S


Made by Date Chd.

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Job Title

XX

EC5 Ref

Perform Design


Total Mass = Mass of (Joists) 41 kg

Dead Load UDL, ωDL = Total Mass . g / q 0.1 kN/m

Dead Load Pressure, pDL = ωDL / s 0.16 kPa

Joist Section (Permanent and Short Term Action)

Joist Length, Ljoist = q 6.403 m

Joist LTB Length, Ljoist,LTB = q 6.403 m

Joist Buckling Length (h-Plane), Ljoist,euler,h = %.q 6.403 m

Joist Buckling Length (b-Plane), Ljoist,euler,b = %.q 1.281 m

Joist Width, bjoist 47 mm

Joist Depth, hjoist 225 mm

Mass of Joist Members = Ljoist.bjoist.hjoist.ρmean 41 kg


Line LL UDL on Support = (pLL+pSNOW).q/2+pWIND,d.L/2 0.69 kN/m

Line DL+SDL UDL on Support = (pΣSDL+pDL).q/2 1.52 kN/m


[Note the horizontal reaction has been ignored for this foundation load take down purpose;]

Effects Equations


Note tension is +ve and compression is − ve;

Vertical Reaction, R V = ω vertical .q/2+ ω orthogonal .L/2;

Horizontal Reaction, R H = ω orthogonal .H/2;

Note horizontal restraint assumed at both ends;

Joist Axial Force = ±ω vertical .H/2;

Joist Shear Force = ω vertical .L/2+ ω orthogonal .q/2;

Joist Bending Moment = ω vertical .q.L/8+ ω orthogonal .q2 /8;

Joist Support Angled Bearing Connection Shear Force = If (R V <=0, "N/A", R V .H/q);




CONSULTING

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Perform Design

Made by Date Chd.

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Job Title

XX

EC5 Ref



Vertical [1.4pDL+1.4pΣSDL+0.0pLL+0.0pSNOW].s 0.3 kN/m

Orthogonal [0.0pWIND,d].s 0.0 kN/m




Horizontal Reaction, RH 0.0 kN

Joist Axial Force (Tensile), Fjoist,tensile 0.5 kN

Joist Axial Force (Compressive), Fjoist,compressive -0.5 kN




Joist Support Angled Bearing Connection Shear Force 0.5 kN

ULS Short Term Loading Combinations, ωωωωULS,ST

Combination A (ωωωωULS,ST,A) (Downward Critical)














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20/08/2015



ωULS,PT,A

ωULS,ST,A

CONSULTING

E N G I N E E R S

Design Section

Design Section

Made by Date Chd.

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XX

EC5 Ref

Combination B (ωωωωULS,ST,B) (Downward Critical)













Combination C (ωωωωULS,ST,C) (Upward Critical)


Orthogonal [1.4pWIND,u].s -0.6 kN/m

Vertical Reaction, RV -0.8 kN



Horizontal Reaction, RH -1.1 kN



Joist Shear Force, Vjoist -1.4 kN

Joist Bending Moment, Mjoist -2.2 kNm


Joist Support Angled Bearing Connection Shear Force N/A kN

Combination D (ωωωωULS,ST,D) (Downward Critical)













20/08/2015Structure Design - Timber Portal Frame

ωULS,ST,D

ωULS,ST,B

ωULS,ST,C



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Design Section

Design Section

Design Section

RaftersTypical

Purlins

Made by Date Chd.

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XX

EC5 Ref

Pitched Traditional Rafter Roof

11




CONSULTING

E N G I N E E R S

Note that the rafter must bear directly onto the wall plate in order to transfer vertical forcesdirectly into the support. If the horizontal member only acts as a tie, then it is okay if it is at aslightly higher elevation to the rafter bearing elevation. If the horizontal member is a tie-beam,then it must be exactly at the same elevation so as to avoid the tie-beam reaction from having totransfer into the rafter before bearing onto the support.

3.5m Max Span

Rafters 100x38 Typical

5.5m Max Span

32mm Ridge Board

Rafters 100x38 Typical

Ceiling Joists 220x50 Typical For Max Span 5.5m Without Intermediate Support

Collars fixed up to 1/3 up the height of the roof is not as effective as standard ties at the foot ofthe rafters. The purpose of this arrangement is to extend top floor rooms into the roof space andso limit the largely unused roof space. A disadvantage is that the head of the windows formed in awall will be some distance below the ceiling and give less light penetration. To provide normalheight windows a form of half dormer window is often used with the window partly built into thewall and partly as a dormer window in the roof.

4.5m Max Span

Rafters 125x44Typical

Collars 125x44Typical


Purlins 175x75 Typical

Ceiling Joists 125x50 Typical


Ceiling Joists125x50 Typical

Purlins 150x50Typical

Struts 75x75Typical

Collars 125x50Typical

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EC5 Ref




CONSULTING

E N G I N E E R S

Purlins are provided to economise on rafter timber as the span of the rafter is reduced. Purlins can be comparatively substantial in size. Timber purlins are supported on masonry corbels built to project from separating walls, on metal joist hangers fixed into walls or on struts which bear on an internal wall. Collar and strut normally provided every 4th rafter (1.6m centres).

7.5m Max Span

Hip Rafters 200x38to 250x38 TypicalHip rafters tend to spread and displace wall

junction because of its considerable load. Henceangle ties cut from 100x75 timber are bolted towall plate some 600mm from corner.

Valley rafter to be the same size as hip rafter.

Made by Date Chd.

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XX

EC5 Ref

Span, L 5.000 m

[Note L usually <= 5.5m for Closed Couple Roof;]

[Note L usually <= 8.0m for Canted Purlin Roof;]

[Note L usually <= 8.0m for Attic Roof;]

Depth, H 1.700 m

Span L / Depth H 2.9


Length of Slope, q = √(L2/4 + H2) 3.023 m

Roof Scheme

Purlin Span (Where Relevant), Lpurlin 5.000 m

[Note purlin span usually 1.5m if between struts;]

Post Height (Where Relevant), H0 0.833 m

Collar Height (Where Relevant), H1 1.133 m

Number of Binders Along Span L, NBIND 1

[Note binders normally added to ceiling if L > 2.5m;]

Binder Span (Where Relevant), Lbinder 3.000 m

[Note binders assumed equally spaced; Binders assumed wall supported on either end;]

Steel Beam Span (Where Relevant), Lsteelbeam 5.000 m

Consider Hipped End (Designs Hip Rafters) ?

Jack Rafter Angle From Horizontal At Hipped End (Where Relevant), θ0 (Usually = 34.2 degrees

Hip Rafter Angle From Horizontal In Plane of Hip Rafter, θ = H/√(H2/tan2θ0+L 25.7 degrees

Hipped End Length As Viewed On Side Elevation, LHIPEND = H/tanθ0 2.500 m







α BS6399-2

(degrees) Cp,d Cp,u Cp,d Cp,u T.10

5 -0.64 -1.24 -1.04 -1.04 BS6399-2

15 -0.44 -1.04 -1.14 -1.14 T.16, T.17

30 -0.24 -0.84 -1.14 -1.14

45 0.06 -0.64 -0.94 -0.94

60 0.16 0.16 -1.24 -1.24

75 0.16 0.16 -1.44 -1.44

Note that the pressure coefficient, C p is the net pressure coefficient, C p =C pe -C pi

where C pe is the external and C pi the internal pressure coefficients, respectively;


Pitch Angle, α = arctan (2H/L) (Usually 20° − 60°) 34.2 degrees

Windward Downward Wind Pressure Coefficient, Cp,d,windward -0.15

Windward Upward Wind Pressure Coefficient, Cp,u,windward -0.78

Leeward Downward Wind Pressure Coefficient, Cp,d,leeward -1.08

Leeward Upward Wind Pressure Coefficient, Cp,u,leeward -1.08


jXXX 13


Windward Leeward

CONSULTING

E N G I N E E R S

Structure Design - Timber Portal Frame EC5 v2015.01.xlsmMade by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref

Perform Design


Section Scheme

[Note where relevant, the post and collar schemes follow that of the tie-beam;]

Total Mass RAFTER = Mass of (Rafters) 21 kg

Dead Load of Rafters UDL, ωDL,RAFTER = Total Mass RAFTER . g / (2.q) 0.0 kN/m

Dead Load Pressure of Rafters, pDL,RAFTER = ωDL,RAFTER / s 0.09 kPa

Total Mass TIE-BEAM = Mass of (Tie-Beams) 18 kg

Dead Load of Tie-Beams UDL, ωDL,TIE-BEAM = Total Mass TIE-BEAM . g / L 0.0 kN/m

Dead Load Pressure of Tie-Beams, pDL,TIE-BEAM = ωDL,TIE-BEAM / s 0.09 kPa

Total Mass STEEL BEAM = Mass of (Steel Beams) 156 kg

Dead Load of Steel Beams UDL, ωDL,STEEL BEAM = Total Mass STEEL BEAM . g / Lsteelbeam 0.3 kN/m

Tie-Beam Additional Concentrated Live Load, CPLL (BS5268-7.3:1989) 0.9 kN

[Note CP LL effects considered for ULS, but ignored for SLS effects;]

[CP LL only features when the tie-beam is ceiling loaded, not when floor loaded;]

Steel Beam Additional Dead and Super Dead Load UDL, ωsb,add,dl+sdl 3.0 kN/m

Steel Beam Additional Live Load UDL, ωsb,add,ll 2.0 kN/m

[Note steel beam additional udl are to account for added timber floors spanning to it;]

Rafter Section (Permanent and Short Term Action)

Rafter Length, Lrafter = q 3.023 m

Rafter LTB Length, Lrafter,LTB = q 3.023 m

Rafter Buckling Length (h-Plane), Lrafter,euler,h 3.023 m

Closed Couple Roof %.q

Canted Purlin Roof %.q/2

Attic Roof %.MAX(q.H 0 /H, q.H 1 /H − q.H 0 /H,q − q.H 1 /H)

Rafter Buckling Length (b-Plane), Lrafter,euler,b = %.q 0.605 m

(a) Single Shaft

Rafter Width, brafter 47 mm

Rafter Depth, hrafter 125 mm

Mass of Rafter Members = 2.Lrafter.brafter.hrafter.ρmean 21 kg


(b) Multiple Shaft

Shaft Width, hlocal 47 mm

Shaft Depth, blocal 120 mm

Number of Shafts, n 1

Mass of Rafter Members = 2.Lrafter.n.blocal.hlocal.ρmean 20 kg

Modification Factor for Bending Depth, kh = 1.0 Conservatively1.0

Free Distance Between Shafts, a 47 mm

Pack or Gusset Length, l2 300 mm

Number of Packs or Gussets, NP,G 3

Rafter Width, brafter = blocal 120 mm

Rafter Depth, hrafter = n.hlocal + (n−1).a 47 mm

Area Modification = n.hlocal.blocal / (brafter.hrafter) N/A

Shear Area (h−Plane) Modification = [Lrafter2.G0.05/(n.(1+N N/A

Shear Area (b−Plane) Modification = 5/6.n.hlocal.blocal / (5/6.b N/A

Inertia (h−Plane) Modification = [n.1/12.hlocal3.blocal + (n-1).h N/A

Inertia (b−Plane) Modification = n.1/12.hlocal.blocal3 / (1/12.b N/A

Torsion Constant Modification = [[(Lrafter/2/(1+NP,G))2.G/(3/2.((n-1).(a+hN/A

jXXX 14


CONSULTING

E N G I N E E R S



Perform Design

h

b

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Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref

Purlin Section (Permanent and Short Term Action)

Note dead load of the purlin section ignored;

Note it is assumed that the purlins are infinitely stiff compared to the rafters such

that the loads are indeed transmitted into the purlins instead of being resisted by

the rafters. In reality the proportion of load that is transfered into the purlins from

the rafters depends on the relative stiffness of the purlins with respect to the rafters.

The stiffness of the purlin at a hipped end will be further reduced due to the flexibility

of the hip rafter where the purlin spans into and even further due to the flexibility of

the end closed couple system. These additional flexibilities can be numerically quantified

as stiffnesses in series (1/k = 1/k 1 + 1/k 2 + 1/k 3 ) as the load path has to travel all the

stiffnesses to reach the final support; Further only the major axis of the purlin is assumed

with the stiffness as above, the minor axis is assumed to have zero stiffness;

Purlin Length, Lpurlin 5.000 m

Purlin LTB Length, Lpurlin,LTB = Lpurlin / (1 + LTB Restraints) 2.500 m

Purlin Buckling Length (h-Plane), Lpurlin,euler,h = %.Lpurlin 1.000 m

Purlin Buckling Length (b-Plane), Lpurlin,euler,b = %.Lpurlin 1.000 m

Purlin Width, bpurlin 50 mm

Purlin Depth, hpurlin 220 mm

Mass of Purlin Members = 2.s.bpurlin.hpurlin.ρmean 5 kg


Post Section (Permanent and Short Term Action)

Note dead load of the post section ignored;

Post Length, Lpost = H0 0.833 m

Post LTB Length, Lpost,LTB = H0 0.833 m

Post Buckling Length (h-Plane), Lpost,euler,h = %.H0 0.833 m

Post Buckling Length (b-Plane), Lpost,euler,b = %.H0 0.833 m

(a) Single Shaft

Post Width, bpost 47 mm

Post Depth, hpost 120 mm

Mass of Post Members = 2.Lpost.bpost.hpost.ρmean 6 kg


(b) Multiple Shaft




Mass of Post Members = 2.Lpost.n.blocal.hlocal.ρmean 9 kg





Post Width, bpost = blocal 170 mm

Post Depth, hpost = n.hlocal + (n−1).a 50 mm

Area Modification = n.hlocal.blocal / (bpost.hpost) N/A

Shear Area (h−Plane) Modification = [Lpost2.G0.05/(n.(1+N N/A




Torsion Constant Modification = [[(Lpost/2/(1+NP,G))2.G/(3/2.((n-1).(a+hN/A


15



CONSULTING

E N G I N E E R S

h

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h

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Member/Location


Job Title

XX

EC5 Ref

Collar Section (Permanent and Short Term Action)

Note dead load of the collar section ignored;

Collar Length, Lcollar = L.(1−H1/H) 1.667 m

Collar LTB Length, Lcollar,LTB = L.(1-H1/H) 1.667 m

Collar Buckling Length (h-Plane), Lcollar,euler,h = %.L.(1−H1/H) 1.667 m

Collar Buckling Length (b-Plane), Lcollar,euler,b = %.L.(1−H1/H) 1.667 m

(a) Single Shaft

Collar Width, bcollar 44 mm

Collar Depth, hcollar 220 mm

Mass of Collar Members = Lcollar.bcollar.hcollar.ρmean 10 kg


(b) Multiple Shaft




Mass of Collar Members = Lcollar.n.blocal.hlocal.ρmean 6 kg





Collar Width, bcollar = blocal 97 mm

Collar Depth, hcollar = n.hlocal + (n−1).a 63 mm

Area Modification = n.hlocal.blocal / (bcollar.hcollar) N/A

Shear Area (h−Plane) Modification = [Lcollar2.G0.05/(n.(1+N N/A




Torsion Constant Modification = [[(Lcollar/2/(1+NP,G))2.G/(3/2.((n-1).(a+hN/A



16


CONSULTING

E N G I N E E R S

h

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Job Title

XX

EC5 Ref

Tie-Beam Section (Permanent and Medium Term Action)

Tie-Beam Length, Ltie-beam = L 5.000 m

Tie-Beam LTB Length, Ltie-beam,LTB = L / (1 + Struttings) 2.500 m

Tie-Beam Buckling Length (h-Plane), Ltie-beam,euler,h = %.L 5.000 m

Tie-Beam Buckling Length (b-Plane), Ltie-beam,euler,b = %.L 1.000 m

(a) Single Shaft

Tie-Beam Width, btie-beam 47 mm

Tie-Beam Depth, htie-beam 125 mm

Mass of Tie-Beam Members = Ltie-beam.btie-beam.htie-beam.ρ 18 kg


(b) Multiple Shaft




Mass of Tie-Beam Members = Ltie-beam.n.blocal.hlocal.ρmean 20 kg





Tie-Beam Width, btie-beam = blocal 145 mm

Tie-Beam Depth, htie-beam = n.hlocal + (n−1).a 47 mm

Area Modification = n.hlocal.blocal / (btie-beam.htie-beam) N/A

Shear Area (h−Plane) Modification = [Ltie-beam2.G0.05/(n.(1+N N/A




Torsion Constant Modification = [[(Ltie-beam/2/(1+NP,G)) N/A

Binder Section (Permanent and Medium Term Action)

Note dead load of the binder section ignored;

Note it is assumed that the binders are infinitely stiff compared to the tie-beams such

that the loads are indeed transmitted into the binders instead of being resisted by the

tie-beams. In reality the proportion of load that is transfered into the binders from the

tie-beams depends on the relative stiffness of the binders with respect to the tie-beams;

Binder Length, Lbinder 3.000 m

Binder LTB Length, Lbinder,LTB = Lbinder / (1 + LTB Restraints) 1.500 m

Binder Buckling Length (h-Plane), Lbinder,euler,h = %.Lbinder 0.600 m

Binder Buckling Length (b-Plane), Lbinder,euler,b = %.Lbinder 0.600 m

Binder Width, bbinder 50 mm

Binder Depth, hbinder 195 mm

Mass of Binder Members = NBIND.s.bbinder.hbinder.ρmean 2 kg




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CONSULTING

E N G I N E E R S

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Job Title

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EC5 Ref

Rafter to Tie-Beam Connection (Permanent and Short Term Action)

Rafter to Tie-Beam Connection Number of Shear Planes, NSP,1 1

Single Rafter Single Tie-Beam 1 Single Shear Plane(s)

Single Rafter Double Tie-Beam 2 Double Shear Plane(s)

Double Rafter Single Tie-Beam 2 Double Shear Plane(s)

Double Rafter Double Tie-Beam 2 Single Shear Plane(s)

Double Rafter Triple Tie-Beam 4 Double Shear Plane(s)

Triple Rafter Double Tie-Beam 4 Double Shear Plane(s)

Triple Rafter Triple Tie-Beam 3 Single Shear Plane(s)

Outer Member 1 Tie-Beam

Inner Member 2 Rafter

No. of Rows of Fastener Perpendicular to Tie-Beam Grain, mfas 1

No. of Fasteners In a Line Parallel to Tie-Beam Grain, nfas 1

a1 a2 a4,t a4,c

Outer Member 1 70 50 50 50 mm

Inner Member 2 60 50 70 50 mm

Width, h Thk, t

Outer Member 1 125 47 mm

Inner Member 2 125 47 mm

Rafter to Post Connection (Permanent and Short Term Action)

Rafter to Post Connection Number of Shear Planes, NSP,2 1








Outer Member 1 Post


No. of Rows of Fastener Perpendicular to Post Grain, mfas 1

No. of Fasteners In a Line Parallel to Post Grain, nfas 1

a1 a2 a4,t a4,c



Width, h Thk, t





jXXX 18


CONSULTING

E N G I N E E R S

Made by Date Chd.

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XX

EC5 Ref

Rafter to Collar Connection (Permanent and Short Term Action)

Rafter to Collar Connection Number of Shear Planes, NSP,3 1








Outer Member 1 Collar


No. of Rows of Fastener Perpendicular to Collar Grain, mfas 1

No. of Fasteners In a Line Parallel to Collar Grain, nfas 1

a1 a2 a4,t a4,c



Width, h Thk, t



Steel Beam Section

Steel Beam Length, Lsteelbeam 5.000 m

Steel Beam LTB Length, Lsteelbeam,LTB = 1.4Lsteelbeam+2Dsteelbeam 7.503 m

[Note loading on steel beam is destabilizing since loading and beam both laterally

unrestrained and loading applied on top flange;]

Steel Beam Buckling Length (D-Plane), Lsteelbeam,euler,D = Lsteelbeam 5.000 m

Steel Beam Buckling Length (B-Plane), Lsteelbeam,euler,B = Lsteelbeam 5.000 m

[Note maximum slenderness of 180.0 specified for beam;]

Steel Beam Section UB254x146x31

Steel Beam Depth, Dsteelbeam 251 mm

Mass Per Metre, m 31.1 kg/m

Mass of Steel Beam Members = Lsteelbeam.m 155.5 kg

Hip Rafter Section (Permanent and Short Term Action)

Note dead load of the hip rafter section ignored;

Hip Rafter Length, Lhiprafter = H/sinθ 3.923 m

Hip Rafter LTB Length, Lhiprafter,LTB = √(q2+L2/4) 3.923 m

Hip Rafter Buckling Length (h-plane), Lhiprafter,euler,h = %.√(q2+L2/4) 0.785 m

Hip Rafter Buckling Length (b-plane), Lhiprafter,euler,b = %.√(q2+L2/4) 0.785 m

Hip Rafter Width, bhiprafter 50 mm

Hip Rafter Depth, hhiprafter 260 mm

Mass of Hip Rafter Members = Lhiprafter.bhipafter.hhipafter.ρmean 31 kg




19


CONSULTING

E N G I N E E R S

D

B

h

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Made by Date Chd.

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XX

EC5 Ref

Last Closed Couple Rafter Section (Permanent and Short Term Action)

All parameters as Rafter Section (Permanent and Short Term Action) except those redefined below;

Note mass of Rafter Section (Permanent and Short Term Action) assumed;

(a) Single Shaft

Rafter Width, brafter 47 mm

Rafter Depth, hrafter 150 mm


(b) Multiple Shaft



Rafter Width, brafter = blocal 120 mm

Rafter Depth, hrafter = n.hlocal + (n−1).a 47 mm

Area Modification = n.hlocal.blocal / (brafter.hrafter) N/A

Shear Area (h−Plane) Modification = [Lrafter2.G0.05/(n.(1+N N/A




Torsion Constant Modification = [[(Lrafter/2/(1+NP,G))2.G/(3/2.((n-1).(a+hN/A

Last Closed Couple Tie-Beam Section (Permanent and Medium Term Action)

All parameters as Tie-Beam Section (Permanent and Medium Term Action) except those redefined below;

Note mass of Tie-Beam Section (Permanent and Medium Term Action) assumed;

(a) Single Shaft

Tie-Beam Width, btie-beam 47 mm

Tie-Beam Depth, htie-beam 145 mm


(b) Multiple Shaft



Tie-Beam Width, btie-beam = blocal 150 mm

Tie-Beam Depth, htie-beam = n.hlocal + (n−1).a 47 mm

Area Modification = n.hlocal.blocal / (btie-beam.htie-beam) N/A

Shear Area (h−Plane) Modification = [Ltie-beam2.G0.05/(n.(1+N N/A




Torsion Constant Modification = [[(Ltie-beam/2/(1+NP,G)) N/A

Line LL UDL on Support = (pLL+pSNOW).q + max wind + pLL,FLR.L/2 0.56 kN/m

Line DL+SDL UDL on Support = (pDL,RAFTER+pΣSDL).q + (pΣSDL,FLR+pDL,TIE-BEAM).L/2 2.07 kN/m

[Note max wind = MAX (p WIND,d,windward .L/2 − p WIND,d,windward .q 2 /(2L)+p WIND,d,leeward .q 2 /(2L),

p WIND,d,leeward .L/2 − p WIND,d,leeward .q 2 /(2L)+p WIND,d,windward .q 2 /(2L));]

[Note the existence of purlins have been ignored for this foundation load take down purpose;]

[Note the existence of posts and collars have been ignored for this foundation load take down purpose;]

[Note the existence of binders have been ignored for this foundation load take down purpose;]

[Note the existence of steel beams have been ignored for this foundation load take down purpose;]


[Note the horizontal reaction has been ignored for this foundation load take down purpose;]

[Note CP LL features not in these foundation effects as CP LL is localised to a particular tie-beam at a time;]


20



20/08/2015

CONSULTING

E N G I N E E R S

h

b

h

b

h

b

h

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Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref

Effects Equations (Closed Couple Roof)

All parameters as Rafter Section (Permanent and Short Term Action) except those redefined below;

All parameters as Tie-Beam Section (Permanent and Medium Term Action) except those redefined below;




CONSULTING

E N G I N E E R S

Axial Force Diagram

ω.q.L/(4H)−ω.H−ω.L2/(8H)

−ω.L2/(8H)

Shear Force Diagram

ω.L/4

ω.L/4

Bending Moment Diagram

ω.q.L/16

Reaction Diagram

ω.q ω.q

0

Effects Equations From Vertical Forces

ω.L/2−ω.q2/(2L) ω.q2/(2L)

ω.H

ω.q2/8

Shear Force Diagram

ω.q/2

ω.q/2

Axial Force Diagram

−ω.q3/(2H.L)

ω.q2/(4H)

ω.q.(H2−L2/4)/(2H.L)

Effects Equations From Wind Forces (Windward Pressure)

Wind

Made by Date Chd.

Drg. Ref.

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XX

EC5 Ref

In the above diagrams, the horizontal support reaction is only applied on one end, the windward

or leeward sides for windward and leeward pressures, respectively. In reality, the horizontal support

will be provided at both ends but only after the vertical load is in place and the tie force has been

mobilised for dead and super dead loads (note however live loads and snow loads would not have

been in place). Thereafter, with wind loads, it is assumed that only the support end closer to the

wind pressure will be effective.


Note tension is +ve and compression is − ve;

Tie-Beam Vertical Reaction = ω (L/(1+N BIND ))/2+P/2 where ω and P are defined within the loading combination;

Tie-Beam Shear Force = ω (L/(1+N BIND ))/2+P/2 where ω and P are defined within the loading combination;

Tie-Beam Bending Moment = ω (L/(1+N BIND )) 2 /8+P(L/(1+N BIND ))/4 where ω and P are defined within the loading combination;

Binder Axial Force = 0.0;

Binder Shear Force = If (N BIND =0, 0.0, ( ω /s).L/(1+N BIND ).L binder /2) where ω is defined within the loading combination;

Binder Bending Moment = If (N BIND =0, 0.0, ( ω /s).L/(1+N BIND ).L binder2 /8) where ω is defined within the loading combination;

Note CP LL features not in the binder effects as CP LL is localised to a particular tie-beam at a time;

Rafter to Tie-Beam Connection Force, F con,tie-beam = F tie-beam ; Note − ve indicates bearing;

Rafter to Tie-Beam Angled Bearing Connection Shear Force = If (F con,tie-beam >=0, "N/A", ABS(F con,tie-beam ).L/(2q));

Rafter to Tie-Beam Connection Force Per Fastener Per Shear Plane = (ABS(F con,tie-beam )/N SP,1 )/(m fas .n fas );

Angle of Rafter to Tie-Beam Connection Force to the Grain Direction of Tie-Beam Member = 0.0 degrees;

Angle of Rafter to Tie-Beam Connection Force to the Grain Direction of Rafter Member = α degrees;

Note for SLS effects, binders break tie-beam span to L/(1+N BIND );

Note jack rafters should be designed as Lean to Traditional Roof;

For hipped rafter analysis, see Effects Equations (Attic Roof);




CONSULTING

E N G I N E E R S 22

Effects Equations From Wind Forces (Leeward Pressure)

Reaction DiagramBending Moment Diagram

Shear Force DiagramAxial Force Diagram

Wind

Effects Due to Leeward Pressure Equal But Opposite to Effects Due to Windward Pressure. For Clarity, Effects Not Shown;

Made by Date Chd.

Drg. Ref.

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XX

EC5 Ref

Effects Equations (Canted Purlin Roof)

and P are defined within the loading combination;

and P are defined within the loading combination;

is defined within the loading combination;

is defined within the loading combination;

).L/(2q));

jXXX




CONSULTING

E N G I N E E R S 23


Reaction Diagram

ω.q−ω.L2/(8q)

ω.L/4

ω.L/4

ω.q−ω.L2/(8q)

Axial Force Diagram

1/(16H).(6ω.q.L−ω.L3/q)

−ω.H+ω.L2.H/(8q2)−

L/(32H.q).(6ω.q.L−ω.L3/q)

ω.L2.H/(8q2)−

L/(32H.q).(6ω.q.L−ω.L3/q)


ω.q.L/64

ω.q.L/64

Shear Force Diagram

ω.L/8

ω.L/8

ω.L/8

0

ω.L/4−ω.q2/(4L) ω.q2/(4L)

ω.q/2ω.q2/32

Shear Force Diagram

ω.q/4

ω.q/4

Axial Force Diagram

−ω.q3/(4H.L)

ω.H/2−3ω.q2/(8H)+ωL2/(8H)

−ω.q/H.(L/8−q2/(4L))


Wind

0ω.H/2

ω.q2/32

ω.q/4

Made by Date Chd.

Drg. Ref.

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XX

EC5 Ref

All notes within Effects Equations (Closed Couple Roof) applicable;

Note only canted purlins are considered due to the fact that vertically orientated purlins require

the notching of rafters where hogging moments are greatest, and hence not recommended;

Note rafters are assumed pinned at the purlin supports although in reality hogging moments are

greatest, this consistent with TRADA assumptions, done primarily to reduce the indeterminate

system from two to zero degree indeterminate, i.e. determinate;

Purlin Axial Force = 0.0;

Purlin Shear Force = [MAX( ω vertical .L/4+ ω windward .q/2, ω vertical .L/4+ ω leeward .q/2)]/s.L purlin /2;

Purlin Bending Moment = [MAX( ω vertical .L/4+ ω windward .q/2, ω vertical .L/4+ ω leeward .q/2)]/s.L purlin2 /8;

For hipped rafter analysis, see Effects Equations (Attic Roof);




CONSULTING

E N G I N E E R S 24jXXX




Wind


−ω.H/2

−ω.H−ω.L2.(1−

ω.q2.(1−(1−H

ω.q2/4/H.(1−H0/H).(2HH0−H1)2+X1/2.H.[1−

−ω.q.L/(2H)+ωH0/H)+ω.q.L.H

/L.(H−H1)/(H

−ω.q.L/(2H)+H0/H)+ω.q.L.H

+X1.2q/L.(1−H

−ω.q.L/(2H)+H0/H)+ω

+X1.(2q/L.(1

Made by Date Chd.

Drg. Ref.

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EC5 Ref

Effects Equations (Attic Roof)


20/08/2015



CONSULTING

E N G I N E E R S


Reaction Diagram

Axial Force Diagram


Shear Force Diagram

ω.q.L.(1−H0/H)/(4H)+X1.(H1/H−1)/(1−H0/H)

ω.q/2−X1.(2/L).(H−H1)/(1−H0/H)

0

ω.q/2+X1.(2/L).(H−

H1)/(1−H0/H)

−ω.L.(1−H0/H)/4−X1/q.(H−H1)/(1−H0/H)

ω.H0.L./(4H) ω.H0.L./(4H)

ω.H0.L./(4H)+X1.H/q.[1−(1−H1/H)/(1−H0/H)]

2ω.L.(1−H0/H)/4.(H1−H0)/(H−H0)−ω.L.(1−

H0/H)/4+X1.H/q.[1−(1−H1/H)/(1−H0/H)]

2ω.L.(1−H0/H)/4.(H1−H0)/(H−H0)−ω.L.(1−

H0/H)/4−X1/q.(H−H1)/(1−H0/H)

ω.q.L.H02/(16H2)

ω.q.L/4.(1−H0/H).(1−H1/H)−ω.q.L/4.(1−

H1/H)2+X1.H.[1−(1−H1/H)/(1−H0/H)].(1−H1/H)

ω.q.L.H02/(16H2)

ω.q.L/8.(1−H0/H).(H1/H−H0/H)−ω.q.L/16.(H1/H−H0/H)2+X1/(2H).(H−H1).(H1−H0)/(1−H0/H)

−ω.H/2−ω.L2.(1−H0/H)/(8H)+X1.2q/L.(H−H1)/(H−H0)

.H/2−ω.L2.(1−H0/H)/(8H)+ω.H0+X1.2q/L.(H−H1)/(H−H0)

−H0/H)/(8H)+ω.H0+X1.2q/L.(1−H2/q2).(H−H1)/(H−H0)

−ω.L2.(1−H0/H)/(8H)+X1.(2q/L.(1−

H2/q2).(H−H1)/(H−H0)−L/(2q))

X1,vertical



Windω.q/2.(1−H0/H)+X1.H/q.[1−

(1−H1/H)/(1−H0/H)]

ω.q/2.(1−H0/H)−ω.q.(1−H1/H)+X1.H/q.[1−(1−H1/H)/(1−H0/H)]

ω.q/2.(1−H0/H)−ω.q.(1−H1/H)−X1/q.(H−H1)/(1−H0/H)

−ω.q/2.(1−H0/H)−X1/q.(H−H1)/(1−H0/H)

ω.q.H0/(2H) 0

X1.H/q.[1−(1−

H1/H)/(1−H0/H)]

X1.H/q.[1−(1−

H1/H)/(1−H0/H)]

−X1/q.(H−

H1)/(1−H0/H)

ω.q2.H02/(8H2)

X1.H.[1−(1−H1/H)/(1−H0/H)].(1−H1/H)

X1.H.[1−(1−H1/H)/(1−H0/H)].(1−H1/H)/2

−H1/H).(H1−H0)/(2H)+X1.H.[1−H1/H)/(1−H0/H)].(1−H1/H)

0

/H).(2H−H0−H1)−ω.q2/8/H2.(2H−−(1−H1/H)/(1−H0/H)].(1−H1/H)

ω.H

ω.q2/L+X1.(2/L).(H−

H1)/(1−H0/H)X1.(2/L).(H−

H1)/(1−H0/H)

ω.q2/(2L).(1−H0/H)−

X1.(2/L).(H−H1)/(1−H0/H)ω.L/2−ω.q2/(2L).(3−H0/H)−

X1.(2/L).(H−H1)/(1−H0/H)

ω.q2.(1−H0/H)/(4H) +X1.(H1/H−1)/(1−H0/H)

X1,wind,ww

−ω.q3.(1−H0/H)/(2H.L) +X1.2q/L.(H−H1)/(H−H0)

−ω.q3.(1−H0/H)/(2H.L)+X1.2q/L.(1−H2/q2).(H−H1)/(H−H0)

−ω.q3.(1−H0/H)/(2H.L) +X1.(2q/L.(1−H2/q2).(H−

H1)/(H−H0)−L/(2q))

.q3/(2H.L).(3−

0/(4H2)+X1.2q)/(H−H0)

.q.L/(2H)+ω.q3/(2H.L).(3−.q.L.H0/(4H2)−ω.q.H/L

H2/q2).(H−H1)/(H−H0)

.q.L/(2H)+ω.q3/(2H.L).(3−

ω.q.L.H0/(4H2)−ω.q.H/L .(2q/L.(1−H2/q2).(H−H1)/(H−

H0)−L/(2q))

Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref

All notes within Effects Equations (Closed Couple Roof) applicable;

Note rafters are assumed pinned at the post supports although in reality hogging moments are

greatest, this consistent with TRADA assumptions, done primarily to reduce the indeterminate

system from three to one degree indeterminate;

Note the structural system is one degree indeterminate. Hence one compatibility equation required;

The compatibility equation is f 10 +X 1 .f 11 =0, i.e. X 1 = − f 10 /f 11 ; However, if only the bending

deformations are accounted for (the shear and axial deformations being ignored) and if only one

member size exhibits bending deformations (i.e. here the rafters), the effects become independent

of the bending stiffness EI and as such does not feature in the above effects equations; The release

X 1 is taken as the collar axial force for both vertical and wind loadings;

For the vertical loading, the release X 1,vertical is

For the wind loading, the release X 1,wind is

Note that for the bending moment and shear force effects, effects due to vertical and wind loading

are combined according to a sign convention at the various locations, following which the absolute

ABS is taken and the maximum value from the various locations presented;

20/08/2015

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CONSULTING

E N G I N E E R S

X1,vertical=−(ω.L.(q.(1−H1/H))3/12/q.(H1−H0)−ω.L.(q.(1−H1/H))4/16/q2.H.(1−(1−H1/H)/(1−H0/H))+ω.L/12/q.(H−

H1).(q/H.(H1−H0))3−L.ω.(q/H.(H1−H0))4/16/q2.(H−H1)/(1−H0/H))/(1/3.q.(1−H1/H).H.(1−(1−H1/H)/(1−

H0/H)).(1−H1/H).H.(1−(1−H1/H)/(1−H0/H)).(1−H1/H)+1/3.q/H.(H1−H0).H.(1−(1−H1/H)/(1−H0/H)).(1−

H1/H).H.(1−(1−H1/H)/(1−H0/H)).(1−H1/H));

X1,wind=−(ω.(q.(1−H1/H))3/6.(H1−H0)−ω.H.(q.(1−H1/H))4/8/q.(1−(1−H1/H)/(1−H0/H))+ω.(q/H.(H1−H0))3/6.(H−

H1)−ω/8/q.(q/H.(H1−H0))4.(H−H1)/(1−H0/H))/(2.(1/3.q.(1−H1/H).H.(1−(1−H1/H)/(1−H0/H)).(1−H1/H).H.(1−(1−

H1/H)/(1−H0/H)).(1−H1/H)+1/3.q/H.(H1−H0).H.(1−(1−H1/H)/(1−H0/H)).(1−H1/H).H.(1−(1−H1/H)/(1−

H0/H)).(1−H1/H)));




Wind


Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref

Rafter to Post Connection Force, F con,post = SgnMaxAbs(F post,windward , F post,leeward ); Note − ve indicates bearing;

Rafter to Post Angled Bearing Connection Shear Force = If (F con,post >=0, "N/A", ABS(F con,post ).H/q);

Rafter to Post Connection Force Per Fastener Per Shear Plane = (ABS(F con,post )/N SP,2 )/(m fas .n fas );

Angle of Rafter to Post Connection Force to the Grain Direction of Post Member = 0.0 degrees;

Angle of Rafter to Post Connection Force to the Grain Direction of Rafter Member = 90 − α degrees;

Rafter to Collar Connection Force, F con,collar = F collar ; Note − ve indicates bearing;

Rafter to Collar Angled Bearing Connection Shear Force = If (F con,collar >=0, "N/A", ABS(F con,collar ).L/(2q));

Rafter to Collar Connection Force Per Fastener Per Shear Plane = (ABS(F con,collar )/N SP,3 )/(m fas .n fas );

Angle of Rafter to Collar Connection Force to the Grain Direction of Collar Member = 0.0 degrees;

Angle of Rafter to Collar Connection Force to the Grain Direction of Rafter Member = α degrees;

Steel Beam Axial Force = 0.0;

Steel Beam Shear Force = ω .L steelbeam /2 where ω is defined within the loading combination;

Steel Beam Bending Moment = ω .L steelbeam2 /8 where ω is defined within the loading combination;

Purlin Vertical Reaction On Hip Rafter, R p,hip = ( ω vertical .L/4+ ω windward/leeward .q/2)/s.(L purlin /2 − L HIPEND /2).L/(2q);

Hip Rafter Top End Axial Force = 2/3.1/2.( ω vertical .q+ ω windward/leeward .L/2)/s.H+R p,hip .H/2/L hiprafter ;

Hip Rafter Bottom End Axial Force = − 1/3.1/2.( ω vertical .q+ ω windward/leeward .L/2)/s.H − R p,hip .H/2/L hiprafter ;

Hip Rafter Shear Force = 2/3.1/2.( ω vertical .q+ ω windward/leeward .L/2)/s.H/tan θ +R p,hip .H.tan θ /2/L hiprafter ;

Hip Rafter Bending Moment = 2/(9.√3).1/2.( ω vertical .q+ ω windward/leeward .L/2)/s.H/tan θ .L hiprafter +R p,hip .H.tan θ /4;

Hip Rafter Top Support Connection Force, F con,top,hiprafter = 2/3.1/2.( ω vertical .q+ ω windward/leeward .L/2)/s.L hiprafter +R

Hip Rafter Bottom Support Connection Force, F con,bottom,hiprafter = 1/3.1/2.( ω vertical .q+ ω windward/leeward .L/2)/s.L hiprafter

Hip Rafter Bottom Support Angled Bearing Connection Shear Force = If (F con,bottom,hiprafter <=0, "N/A", F con,bottom,hiprafter

Note loading of purlins (where relevant) accounted for within hip rafter analysis. The reaction

of the purlin onto the hip rafter has a horizontal and vertical component, both in the plane of

the jack rafters. The horizontal component is assumed to be resisted by the diaphragm action

of the roof covering. The vertical component is resisted by the hip rafter. The reaction of the purlin

is calculated based on the purlin shear force minus the contribution from the jack rafters, so as

not to double-count the shear force onto the purlins from the jack rafters;

The horizontal reaction of the jack rafters onto the hip rafter is assumed to be resisted by the

diaphragm action of the roof covering;

The existence of posts and collars (unlikely at hips anyway) ignored for hip rafter analysis;

Note deflection limit checks on hip rafter ignored;

Note at hipped ends, the last closed couple that the hips rest upon need to be enhanced for the

additional concentrated loading of the hips at the top of the closed couple. Additional effect is axial,

namely the additional rafter axial force is − (F con,top,hiprafter,windward +F con,top,hiprafter,leeward )/2.q/H and

the additional tie-beam axial force is (F con,top,hiprafter,windward +F con,top,hiprafter,leeward )/2.L/2/H;

Last Closed Couple Windward Rafter Total Axial Force = Additional Axial Force + F rafter,windward,max ;

Last Closed Couple Leeward Rafter Total Axial Force = Additional Axial Force + F rafter,leeward,max ;

Note other effects, shear force and bending moment, equivalent to typical rafters;

Last Closed Couple Tie-Beam Total Axial Force = Additional Axial Force + F tie-beam ;

Note other effects, shear force and bending moment, equivalent to typical tie-beams;

Last Closed Couple Rafter to Tie-Beam Connection Enhancement Ratio

= Last Closed Couple Tie-Beam Total Axial Force / F tie-beam ;

The existence of posts and collars ignored for the last closed couple analysis;




CONSULTING

E N G I N E E R S

Made by Date Chd.

Drg. Ref.

Member/Location

Cell References

Covering 11

None 0.00

Cotswold Slate 0.98

Welsh / Cornish Slate Thick 0.49

Welsh / Cornish Slate Thin 0.29

Fibre Cement Slate 0.22

Plain (Double Lap) Clay Tiles 0.74

Plain (Double Lap) Concrete Tiles 0.79

Interlocking (Single Lap) Concrete Tiles 0.54

Thatching 300mm 0.39

Aluminium Sheeting 1.2mm 0.04

Asbestos Cement Sheeting 6.3mm Corrugated 0.16

Asbestos Cement Sheeting 6.3mm Flat 0.11

Copper Sheeting 0.6mm 0.03

Lead Sheeting 1.32mm (Code 3) 0.15





Steel Sheeting 0.7mm 0.07

Steel Sheeting 1.2mm 0.12

Euler Buckling Length

100% 1.0

20% 0.2

Timber Name/Strength Class 32

Partial Safety Factor 1

Solid Timber

Glulam

LVL

Service Class 3

Class 1

Class 2

Class 3

Cases for Factor Sb 3

Country <= 0.1km

Country 2km

Country 10km

Country > 100km

Town 2km

Town 10km

Town >= 100km

Factor Sb 1.57

Effective Height 5.000

Case 3

Eff Height Case 1 Case 2 Case 3 Case 4 Case 5 Case 6 Case 7

2 1.48 1.40 1.35 1.26 1.18 1.15 1.07

5 1.65 1.62 1.57 1.45 1.50 1.45 1.36

10 1.78 1.78 1.73 1.62 1.73 1.69 1.58

15 1.85 1.85 1.82 1.71 1.85 1.82 1.71

20 1.90 1.90 1.89 1.77 1.90 1.89 1.77

30 1.96 1.96 1.96 1.85 1.96 1.96 1.85

Link Cells

Pitched Traditional Rafter Roof

Link1 3.923 1.667 0.833 5.000 3.000 5.000 3.023

Link2 3.923 1.667 0.833 2.500 1.500 2.500 3.023

Link3 0.785 1.667 0.833 1.000 0.600 5.000 3.023

Link4 0.785 1.667 0.833 1.000 0.600 1.000 0.605

Link5 50 44 47 50 50 47 47

Link6 260 220 120 220 195 125 125

Link7 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Link8 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Link9 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Link10 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Link11 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Link12 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Link13 1.0 1.0 1.0 1.0 1.0 1.0 1.0

Link14 N/A 63 50 N/A N/A 47 47

Link15 N/A 63 50 N/A N/A 47 47

Link16 N/A 300 300 N/A N/A 300 300

Link17 N/A 1 1 N/A N/A 1 2

Link18 N/A FALSE FALSE N/A N/A FALSE FALSE

Link19 0.0 0.3 0.1 -0.4 -0.2

Link20 -0.5 0.0 -0.3 -1.0 -0.6

Link21 0.2 -0.1 0.1 0.2 0.1

Link22 0.1 0.0 0.0 0.1 0.1

Link23 0.23 0.07 0.19 0.22 0.20

Link24 0.29 0.10 0.23 0.30 0.27

Link25 1 2 1 1 2 2 1

Link26 N/A N/A N/A 2 2 2 N/A

Link27 -0.1 0.2 0.0 -0.4 -0.2

Link28 -0.7 -0.1 -0.4 -1.0 -0.6

Link29 -0.1 -0.2 -0.2 0.2 0.1

Link30 0.0 -0.1 -0.1 0.1 0.1

Link31 0.18 0.05 0.13 0.22 0.20

Link32 0.24 0.08 0.18 0.30 0.27

Link33 0.3 -0.2 0.1 0.7 0.4

Link34 Void Void Void Void Void

Link35 0.9 0.2 0.2 1.2 0.2

Link36 0.9 0.1 0.1 1.2 0.1

Link37 0.69 0.09 0.13 0.90 0.17

Link38 Void Void Void Void Void

Link39 0.0 0.0 0.0 0.0 0.0

Link40 2.6 1.3 1.8 3.3 1.8

Link41 2.0 0.9 1.3 2.4 1.3

Link42 0.54 0.25 0.35 0.68 0.46

Link43 70 50 50 50

Link44 60 50 70 50

Link45 47

Link46 47

Link47 125

Link48 125

Link49 1

Link50 1

Link51 1

Link52 0.0 0.0 0.0 0.0 0.0

Link53 34.2 34.2 34.2 34.2 34.2

Link54 OK OK OK OK OK

Link55 2.6 2.6 2.6 2.6 1.8

Link56 2.6 2.6 2.6 2.6 1.8

Link57 2.6 2.6 2.6 2.6 1.8

Link58 0.1 0.1 0.26 0.25

Link59 1

Link Cells

Flat Traditional Roof

Link1 4.500

Link2 4.500

Link3 0.900

Link4 0.900

Link5 47

Link6 200

Link7 1.000

Link8 1.000

Link9 1.000

Link10 1.000

Link11 1.000

Link12 1.000

Link13 1.0

Link14 0.0 0.0 0.0

Link15 1.2 2.3 0.8

Link16 1.4 4.2 0.9

Link17 0.16 0.81 0.29

Link18 2

Link19 1

Link20 0.3 -0.1 0.96 0.64

Lean to Traditional Roof

Link1 6.403

Link2 6.403

Link3 6.403

Link4 1.281

Link5 47

Link6 225

Link7 1.000

Link8 1.000

Link9 1.000

Link10 1.000

Link11 1.000

Link12 1.000

Link13 1.0

Link14 0.7 0.4 0.5 0.9 0.5

Link15 -0.7 -0.4 -0.5 -0.9 -0.5

Link16 0.8 -1.4 0.6 1.1 0.7

Link17 1.3 -2.2 0.9 1.7 1.1

Link18 1.15 0.05 0.98 1.06 0.97

Link19 1.17 0.06 1.00 1.09 1.00

Link20 1

Link21 N/A


Job Title

XX

EC5 Ref



Vertical [1.4pDL,RAFTER+1.4pΣSDL+0.0pLL+0.0pSNOW].s 0.2 kN/m

Windward [0.0pWIND,d,windward].s 0.0 kN/m

Leeward [0.0pWIND,d,leeward].s 0.0 kN/m

ωULS,PT,A [1.4pDL,TIE-BEAM+1.4pΣSDL,FLR+0.0pLL,FLR].s 0.2 kN/m

PULS,PT,A 0.0CPLL 0.0 kN

Steel Beam ωULS,A,1 −SgnMaxAbs(Fpost,windward, Fpost,leeward)/s+1.4ω 4.6 kN/m

Rafter Vertical Reaction Windward, RV,windward,rafter 0.5 kN

Rafter Vertical Reaction Leeward, RV,leeward,rafter 0.5 kN

Rafter Vertical Max Downdrag Reaction, RV = MAX (RV,windward,rafter, R 0.5 kN

Rafter Vertical Max Uplift Reaction, RV = ABS (MIN (RV,windward,rafter, R 0.0 kN

Rafter Horizontal Reaction Windward, RH,windward,rafter 0.0 kN

Rafter Horizontal Reaction Leeward, RH,leeward,rafter 0.0 kN

Rafter Horizontal Max Reaction, RH = MAX (ABS(RH,windward,rafter), ABS(R 0.0 kN

Tie-Beam Vertical Reaction, RV,tie-beam 0.2 kN

Windward Rafter Axial Force At SectionsN/A N/A N/A N/A kN

Windward Rafter Min Axial Force, Frafter,windward,min -0.2 kN

Windward Rafter Max Axial Force, Frafter,windward,max -0.6 kN

Windward Rafter Shear Force At SectionsN/A N/A N/A N/A N/A kN

Windward Rafter Shear Force, Vrafter,windward 0.1 kN

Windward Rafter Bending Moment At Sections N/A N/A N/A kNm

Windward Rafter Bending Moment, Mrafter,windward 0.1 kNm

Windward Rafter Utilisation 27%

[Presented above are effect values at various sections along the member (Attic Roof);]

Leeward Rafter Axial Force At SectionsN/A N/A N/A N/A kN

Leeward Rafter Min Axial Force, Frafter,leeward,min -0.2 kN

Leeward Rafter Max Axial Force, Frafter,leeward,max -0.6 kN

Leeward Rafter Shear Force At SectionsN/A N/A N/A N/A N/A kN

Leeward Rafter Shear Force, Vrafter,leeward 0.1 kN

Leeward Rafter Bending Moment At Sections N/A N/A N/A kNm

Leeward Rafter Bending Moment, Mrafter,leeward 0.1 kNm

Leeward Rafter Utilisation 27%


Purlin Axial Force, Fpurlin 0.0 kN

Purlin Shear Force, Vpurlin 1.8 kN

Purlin Bending Moment, Mpurlin 2.2 kNm

Purlin Utilisation 219%

Windward Post Axial Force, Fpost,windward 0.0 kN

Leeward Post Axial Force, Fpost,leeward 0.0 kN

Post Shear Force, Vpost 0.0 kN

Post Bending Moment, Mpost 0.0 kNm

Post Utilisation 0%

Rafter ωULS,PT,A

jXXX 28

Tie-Beam


20/08/2015



CONSULTING

E N G I N E E R S

Design Section

Design Section

Design Section

Design Section


Job Title

XX

EC5 Ref

Collar Axial Force Components (Attic Roof) N/A N/A N/A kN

[Presented above are components due to vertical, windward and leeward loads (Attic Roof);]

Collar Axial Force, Fcollar 0.0 kN

Collar Shear Force, Vcollar 0.0 kN

Collar Bending Moment, Mcollar 0.0 kNm

Collar Utilisation 0%

Tie-Beam Axial Force, Ftie-beam 0.4 kN

Tie-Beam Shear Force, Vtie-beam 0.2 kN

Tie-Beam Bending Moment, Mtie-beam 0.1 kNm

Tie-Beam Utilisation 17%

Binder Axial Force, Fbinder 0.0 kN

Binder Shear Force, Vbinder 1.8 kN

Binder Bending Moment, Mbinder 1.3 kNm

Binder Utilisation 46%

Rafter to Tie-Beam Connection Force, Fcon,tie-beam 0.4 kN

Rafter to Tie-Beam Angled Bearing Connection Shear Force N/A kN

Rafter to Tie-Beam Connection Force Per Fastener Per Shear Plane 0.4 kN

Angle of Rafter to Tie-Beam Connection Force to the Grain Direction Outer Member, 0.0 degrees

Angle of Rafter to Tie-Beam Connection Force to the Grain Direction Inner Member, 34.2 degrees

Check If All Minimum Spacing Requirements Met ? OK

Design Capacity 1 Shear Plane Without Splitting 1.8 kN

Design Capacity 1 Shear Plane With Splitting 1.8 kN

Design Capacity 1 Fastener With Splitting 1.8 kN

Rafter to Tie-Beam Connection Utilisation 23%

Rafter to Post Connection Force, Fcon,post 0.0 kN

Rafter to Post Angled Bearing Connection Shear Force N/A kN

Rafter to Post Connection Force Per Fastener Per Shear Plane 0.0 kN

Angle of Rafter to Post Connection Force to the Grain Direction Outer Member, 0.0 degrees

Angle of Rafter to Post Connection Force to the Grain Direction Inner Member, 55.8 degrees





Rafter to Post Connection Utilisation 0%

Rafter to Collar Connection Force, Fcon,collar 0.0 kN

Rafter to Collar Angled Bearing Connection Shear Force N/A kN

Rafter to Collar Connection Force Per Fastener Per Shear Plane 0.0 kN

Angle of Rafter to Collar Connection Force to the Grain Direction Outer Member, 0.0 degrees

Angle of Rafter to Collar Connection Force to the Grain Direction Inner Member, 34.2 degrees





Rafter to Collar Connection Utilisation 0%


jXXX 29



CONSULTING

E N G I N E E R S

Design Section

Design Section

Design Connection

Design Section

Design Connection

Design Connection

Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref

Steel Beam Axial Force, Fsteelbeam 0.0 kN

Steel Beam Shear Force, Vsteelbeam 0.0 kN

Steel Beam Bending Moment, Msteelbeam 0.0 kNm

Steel Beam Utilisation 0%

Purlin Vertical Reaction On Windward Hip Rafter, Rp,hip,windward 0.7 kN

Windward Hip Rafter Top End Axial Force, Fhiprafter,top,windward 1.1 kN

Windward Hip Rafter Bottom End Axial Force, Fhiprafter,bottom,windward -0.6 kN

Windward Hip Rafter Shear Force, Vhiprafter,windward 2.1 kN

Windward Hip Rafter Bending Moment, Mhiprafter,windward 1.7 kNm

Windward Hip Rafter Utilisation 124%

Windward Hip Rafter Top Support Connection Force, Fcon,top,hiprafter,windward 2.6 kN

Windward Hip Rafter Bottom Support Connection Force, Fcon,bottom,hiprafter,windward1.5 kN

Windward Hip Rafter Bottom Support Angled Bearing Connection Shear Force0.6 kN

Purlin Vertical Reaction On Leeward Hip Rafter, Rp,hip,leeward 0.7 kN

Leeward Hip Rafter Top End Axial Force, Fhiprafter,top,leeward 1.1 kN

Leeward Hip Rafter Bottom End Axial Force, Fhiprafter,bottom,leeward -0.6 kN

Leeward Hip Rafter Shear Force, Vhiprafter,leeward 2.1 kN

Leeward Hip Rafter Bending Moment, Mhiprafter,leeward 1.7 kNm

Leeward Hip Rafter Utilisation 124%

Leeward Hip Rafter Top Support Connection Force, Fcon,top,hiprafter,leeward 2.6 kN

Leeward Hip Rafter Bottom Support Connection Force, Fcon,bottom,hiprafter,leeward1.5 kN

Leeward Hip Rafter Bottom Support Angled Bearing Connection Shear Force0.6 kN

Last Closed Couple Wind/Leeward Rafter Additional Axial Force -4.7 kN

Last Closed Couple Windward Rafter Total Axial Force -5.3 kN

Last Closed Couple Leeward Rafter Total Axial Force -5.3 kN

Last Closed Couple Windward Rafter Utilisation 66%

Last Closed Couple Leeward Rafter Utilisation 66%

Last Closed Couple Tie-Beam Additional Axial Force 3.8 kN

Last Closed Couple Tie-Beam Total Axial Force 4.3 kN

Last Closed Couple Tie-Beam Utilisation 50%

Last Closed Couple Rafter to Tie-Beam Connection Enhancement Ratio 10.3


20/08/2015



CONSULTING

E N G I N E E R S

Design Section

Design Section

Design Section

Design Section

Design Section

Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref

ULS Medium / Short Term Loading Combinations, ωωωωULS,MT/ST

Combination A (ωωωωULS,MT/ST,A) (Downward Critical)



Leeward [0.0pWIND,d,leeward].s 0.0 kN/m

ωULS,MT,A [1.4pDL,TIE-BEAM+1.4pΣSDL,FLR+1.6pLL,FLR].s 0.3 kN/m

PULS,MT,A 1.6CPLL 1.4 kN

Steel Beam ωULS,A,2 −SgnMaxAbs(Fpost,windward, Fpost,leeward)/s+1.4ω 7.8 kN/m






Rafter Horizontal Reaction Leeward, RH,leeward,rafter 0.0 kN




Windward Rafter Min Axial Force, Frafter,windward,min -0.4 kN












Leeward Rafter Shear Force, Vrafter,leeward 0.2 kN













Post Utilisation 0%

Rafter ωULS,ST,A



jXXX 31


Tie-Beam

20/08/2015

CONSULTING

E N G I N E E R S

Design Section

Design Section

Design Section

Design Section

Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref
















































CONSULTING

E N G I N E E R S

Design Section

Design Section

Design Connection

Design Section

Design Connection

Design Connection

Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref














Purlin Vertical Reaction On Leeward Hip Rafter, Rp,hip,leeward 1.3 kN


Leeward Hip Rafter Bottom End Axial Force, Fhiprafter,bottom,leeward -1.1 kN






Leeward Hip Rafter Bottom Support Angled Bearing Connection Shear Force1.1 kN













CONSULTING

E N G I N E E R S

Design Section

Design Section

Design Section

Design Section

Design Section

Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref

Combination B (ωωωωULS,MT/ST,B) (Downward Critical)


Windward [1.4pWIND,d,windward].s -0.1 kN/m

Leeward [1.4pWIND,d,leeward].s -0.4 kN/m

ωULS,MT,B [1.4pDL,TIE-BEAM+1.4pΣSDL,FLR+0.0pLL,FLR].s 0.2 kN/m

PULS,MT,B 0.0CPLL 0.0 kN

Steel Beam ωULS,B −SgnMaxAbs(Fpost,windward, Fpost,leeward)/s+1.4ω 4.6 kN/m






Rafter Horizontal Reaction Leeward, RH,leeward,rafter -0.3 kN




Windward Rafter Min Axial Force, Frafter,windward,min 0.1 kN









Leeward Rafter Min Axial Force, Frafter,leeward,min 0.0 kN



Leeward Rafter Shear Force, Vrafter,leeward -0.2 kN


Leeward Rafter Bending Moment, Mrafter,leeward -0.1 kNm











Post Utilisation 0%




jXXX

Rafter ωULS,ST,B

Tie-Beam

34

CONSULTING

E N G I N E E R S

Design Section

Design Section

Design Section

Design Section

Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref
















































CONSULTING

E N G I N E E R S

Design Section

Design Section

Design Connection

Design Section

Design Connection

Design Connection

Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref














Purlin Vertical Reaction On Leeward Hip Rafter, Rp,hip,leeward -0.8 kN

Leeward Hip Rafter Top End Axial Force, Fhiprafter,top,leeward -0.6 kN

Leeward Hip Rafter Bottom End Axial Force, Fhiprafter,bottom,leeward 0.4 kN

Leeward Hip Rafter Shear Force, Vhiprafter,leeward -1.0 kN

Leeward Hip Rafter Bending Moment, Mhiprafter,leeward -0.9 kNm


Leeward Hip Rafter Top Support Connection Force, Fcon,top,hiprafter,leeward -1.5 kN

Leeward Hip Rafter Bottom Support Connection Force, Fcon,bottom,hiprafter,leeward-0.9 kN

Leeward Hip Rafter Bottom Support Angled Bearing Connection Shear ForceN/A kN










36




CONSULTING

E N G I N E E R S

Design Section

Design Section

Design Section

Design Section

Design Section

Made by Date Chd.

Drg. Ref.

Member/Location


Job Title

XX

EC5 Ref

Combination C (ωωωωULS,MT/ST,C) (Upward Critical)


Windward [1.4pWIND,u,windward].s -0.3 kN/m

Leeward [1.4pWIND,u,leeward].s -0.4 kN/m

ωULS,MT,C [1.0pDL,TIE-BEAM+1.0pΣSDL,FLR+0.0pLL,FLR].s 0.1 kN/m

PULS,MT,C 0.0CPLL 0.0 kN

Steel Beam ωULS,C −SgnMaxAbs(Fpost,windward, Fpost,leeward)/s+1.0ω 3.3 kN/m

Rafter Vertical Reaction Windward, RV,windward,rafter -0.1 kN

Rafter Vertical Reaction Leeward, RV,leeward,rafter -0.1 kN



Rafter Horizontal Reaction Windward, RH,windward,rafter -0.2 kN






Windward Rafter Max Axial Force, Frafter,windward,max 0.0 kN


Windward Rafter Shear Force, Vrafter,windward -0.1 kN






Leeward Rafter Min Axial Force, Frafter,leeward,min 0.2 kN





Leeward Rafter Bending Moment, Mrafter,leeward -0.1 kNm




Purlin Shear Force, Vpurlin -1.5 kN

Purlin Bending Moment, Mpurlin -1.9 kNm






Post Utilisation 0%

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Tie-Beam Axial Force, Ftie-beam -0.2 kN








Rafter to Tie-Beam Connection Force, Fcon,tie-beam -0.2 kN

Rafter to Tie-Beam Angled Bearing Connection Shear Force 0.1 kN































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Purlin Vertical Reaction On Windward Hip Rafter, Rp,hip,windward -0.6 kN

Windward Hip Rafter Top End Axial Force, Fhiprafter,top,windward -0.5 kN

Windward Hip Rafter Bottom End Axial Force, Fhiprafter,bottom,windward 0.3 kN

Windward Hip Rafter Shear Force, Vhiprafter,windward -0.8 kN

Windward Hip Rafter Bending Moment, Mhiprafter,windward -0.7 kNm


Windward Hip Rafter Top Support Connection Force, Fcon,top,hiprafter,windward-1.1 kN

Windward Hip Rafter Bottom Support Connection Force, Fcon,bottom,hiprafter,windward-0.7 kN

Windward Hip Rafter Bottom Support Angled Bearing Connection Shear ForceN/A kN


Leeward Hip Rafter Top End Axial Force, Fhiprafter,top,leeward -1.0 kN


Leeward Hip Rafter Shear Force, Vhiprafter,leeward -1.6 kN

Leeward Hip Rafter Bending Moment, Mhiprafter,leeward -1.4 kNm


Leeward Hip Rafter Top Support Connection Force, Fcon,top,hiprafter,leeward -2.2 kN

Leeward Hip Rafter Bottom Support Connection Force, Fcon,bottom,hiprafter,leeward-1.4 kN


Last Closed Couple Wind/Leeward Rafter Additional Axial Force 2.9 kN

Last Closed Couple Windward Rafter Total Axial Force 2.9 kN

Last Closed Couple Leeward Rafter Total Axial Force 2.9 kN



Last Closed Couple Tie-Beam Additional Axial Force -2.4 kN

Last Closed Couple Tie-Beam Total Axial Force -2.6 kN






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Combination D (ωωωωULS,MT/ST,D) (Downward Critical)



Leeward [1.2pWIND,d,leeward].s -0.3 kN/m

ωULS,MT,D [1.2pDL,TIE-BEAM+1.2pΣSDL,FLR+1.2pLL,FLR].s 0.3 kN/m

PULS,MT,D 1.2CPLL 1.1 kN

Steel Beam ωULS,D −SgnMaxAbs(Fpost,windward, Fpost,leeward)/s+1.2ω 6.4 kN/m



































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ULS Permanent and Medium / Short Term Loading Combinations Utilisation

Windward Rafter 27% 30% 23% 10% 29%

Leeward Rafter 27% 30% 18% 8% 24%

Purlin 219% 241% 213% 75% 254%

Post 0% 0% 0% 0% 0%

Collar 0% 0% 0% 0% 0%

Tie-Beam 17% 90% 13% 9% 69%

Binder 46% 68% 35% 25% 54%

Rafter to Tie-Beam Connection 23% 27% 4% 7% 12%

Rafter to Post Connection 0% 0% 0% 0% 0%

Rafter to Collar Connection 0% 0% 0% 0% 0%

Steel Beam 0% 0% 0% 0% 0%

Windward Hip Rafter 124% 137% 110% 47% 135%

Leeward Hip Rafter 124% 137% 78% 37% 107%

Last Closed Couple Windward Rafter 66% 73% 52% 23% 67%

Last Closed Couple Leeward Rafter 66% 73% 48% 21% 63%

Last Closed Couple Tie-Beam 50% 114% 41% 20% 93%

Hip Rafter Top Support Connection Force, Fcon,top,hiprafter 4.5 kN

Hip Rafter Bottom Support Connection Force, Fcon,bottom,hiprafter 2.5 kN

Hip Rafter Bottom Support Angled Bearing Connection Shear Force 1.1 kN


SLS Permanent and Medium / Short Term Loading Combinations, ωωωωSLS,PT/MT/ST

Permanent Term Loading Combination (ωωωωSLS,PT) (Downward Critical)

Purlin ωSLS,PT (ωULS,PT,A,RAFTER,VERTICAL.L/4+ωULS,PT,A,RAFTER,WIND/LEEWARD0.5 kN/m

Tie-Beam ωSLS,PT [1.0pDL,TIE-BEAM+1.0pΣSDL,FLR].s 0.1 kN/m

Binder ωSLS,PT [1.0pDL,TIE-BEAM+1.0pΣSDL,FLR].L/(1+NBIND) 0.8 kN/m

Steel Beam ωSLS ωULS,D,STEELBEAM/1.2 5.3 kN/m

Medium / Short Term Loading Combination (ωωωωSLS,MT/ST) (Downward Critical)

Purlin ωSLS,ST (ωULS,ST,D,RAFTER,VERTICAL.L/4+ωULS,ST,D,RAFTER,WIND/LEEWARD0.2 kN/m

Tie-Beam ωSLS,MT [1.0pLL,FLR].s 0.1 kN/m

Binder ωSLS,MT [1.0pLL,FLR].L/(1+NBIND) 0.6 kN/m

Steel Beam ωLL ωULS,D,STEELBEAM/1.2−ωULS,A,1,STEELBEAM/1.4 2.0 kN/m

Purlin Deflection Utilisation 510%

Tie-Beam Deflection Utilisation 26%

Tie-Beam Vibration Utilisation 25%

Binder Deflection Utilisation 71%

Steel Beam Deflection Utilisation 0%

ωωωωULS,

MT/ST,D

ωωωωULS,PT,A

ωωωωULS,

MT/ST,A

ωωωωULS,

MT/ST,B

ωωωωULS,

MT/ST,C




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Job No. Sheet No. Rev. CONSULTING Engineering … · Note that the pressure coefficient, C p is the...

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Transcript of Job No. Sheet No. Rev. CONSULTING Engineering … · Note that the pressure coefficient, C p is the...