Load Combinations for serviceability: No Pattern loading should be considered Fdef = Gsh + Gdc...

STRUCTURAL REPORT

PROJECT:CONDOTEL ALANA

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MegaFloor vers 3.4.12

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BUSNAMEBUSADDR1BUSADDR2BUSADDR3BUSADDR4

Report Title Authority Approval

Project Number

1392R0SD01Project CONDOTEL ALANA

JAKARTA

-

Copyright (C) BlueScope Steel Limited 22 December 2004BUSNAME This design is the propertyof Bluescope Steel Limited and must not be used, reproduced or copiedwholly or in part without the written permission from the company.Limited release - for use on Contract 1392R0SD01 only.The Lysaght range of products is exclusively made by Bluescope Steel Limited trading as BlueScope Lysaght.

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TABLE OF CONTENTS

1.0 Project details2.0 Design Methodology3.0 General Data4.0 Input parameters5.0 Loading Data6.0 Design Summary7.0 Loads and Load Actions8.0 User Options - Load Combinations, forces and calculations

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1.0 Project Details

Project Name : CONDOTEL ALANAProject Address 1 : JAKARTAProject Address 2 : -Project No : 1392R0SD01

Customer Name : -Customer No : -Delivery Date : 04/06/2014

Designed/Drawn by: BASUNI ACHMADChecked by : -Approved by : DADate Created : 04/06/2014Description : COMPOSTIE ACTION

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2.0 Design Methodology

The software has been developed to limit state design philosophy using British Standards, Eurocodes when relevant British Standards are not sufficient or outdateddata from tests performed at BlueScope Steel Lysaght research laboratories and University of Newcastle.

The British Standards used: * BS 5950:Part4:1994 Structural use of steel work in buildings Part 4. Code of practice for design of composite slabs with profile steel sheeting * BS 8110:Part1:1997 Structural use of concrete Part 1. Code of practice for design and construction * BS8110:Part2:1985 Structural use of concrete Part 2. Code of practice for special circumstances * BS 5950-8:1990 Structural use of steel work in building Part 8. Code of practice for fire resistance design * PrEN 1994-1-1 design of composite steel and concrete structures. General rules and rules for buildings * ENV 1992-1-1:1992 Dsign of concrete structures. General rules and rules for buildings * Technical Note 116

* The analysis and design method is presented in the reports prepared at Chester Hill, Lysaght Technology. Detailed information from these reports is available in Help file

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3.0 General Data

Design Standard : BritishEnvironmen Classification : MildConcrete Grade : K350Fire Design : YESFire Rating : 120

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4.0 Input parameters:Geometry: (Units - mm)

No of spans

Strip Width

Left Overhang

Right Overhang

6

1000

0

0

No Span slab depth sheeting fire option

1 2000.0 120.0 Smartdek51X0.7_G550 2

2 3800.0 120.0 Smartdek51X0.7_G550 2

3 3500.0 120.0 Smartdek51X0.7_G550 2

4 3500.0 120.0 Smartdek51X0.7_G550 2

5 3800.0 120.0 Smartdek51X0.7_G550 2

6 2000.0 120.0 Smartdek51X0.7_G550 2

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(C) BlueScope Steel Limited 22 December 2004BUSNAME - This design is the propertyof Bluescope Steel Limited and must not be used, reproduced or copiedwholly or in part without the written permission from the company.Limited release - for use on Contract 1392R0SD01 only.The Lysaght range of products is exclusively made by Bluescope Steel Limited trading as BlueScope Lysaght.

Support Data:

No Support width hb ha col_type rotate col_w col_d col_hb col_ha Fixity sheet_cont col_stiff

1 Insitu_concrete_Beam 300 600 0 None NO 0 0 0 0 0 0 0.00







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Reinforcement:

Negative ( + Fire ) and Compression Reinforcement:

Support Grade Dia cover Comp_grade Comp_dia Comp_cover

1 400 ReoBar_10 25 400 ReoBar_10 25

2 400 ReoBar_10 25 400 ReoBar_10 25

3 400 ReoBar_10 25 400 ReoBar_10 25

4 400 ReoBar_10 25 400 ReoBar_10 25

5 400 ReoBar_10 25 400 ReoBar_10 25

6 400 ReoBar_10 25 400 ReoBar_10 25

7 400 ReoBar_10 25 400 ReoBar_10 25

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Positive ( + Fire ) Reinforcement:

Span Grade Dia clearcover

Areamm2

1 400 ReoBar_10 -10 0

2 400 ReoBar_10 -10 0

3 400 ReoBar_10 -10 0

4 400 ReoBar_10 -10 0

5 400 ReoBar_10 -10 0

6 400 ReoBar_10 -10 0

Shrinkage Mesh:

Span Grade Mesh clearcover

1 500 M6_06X06 25

2 500 M6_06X06 25

3 500 M6_06X06 25

4 500 M6_06X06 25

5 500 M6_06X06 25

6 500 M6_06X06 25

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5.0 Loading Data

Superimposed Dead Loads

Live Loads

1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm 1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm 1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm 1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm 1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm 1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm1.800N/mm 1.800N/mm1.800N/mm

3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm 3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm 3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm 3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm 3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm 3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm3N/mm 3N/mm3N/mm

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Formwork:

Bondek and Powerdek shall be designed as formwork for two stages of construction.Stage 1 -prior to the placement of the concrete, which includes the time:* during handling and erection of the formwork; and* once the formwork is erected but prior to the placement of the concrete

When a live load due to stacked materials can be adequately controlled on the site atless than 4 kPa, the reduced design live load shall be clearly indicated on the formwork documentation. (4 kPa and 1kPa options)Stage ll -during placement of the concrete up until the concrete has set (until fcm, concrete strength reaches 15 MPa and concrete is able to act flexurally to support additional loads such as stacked materials). No loads from stacked materialsare allowed until the concrete has set.

Dead Load of sheeting:Bondek Gsh = 0.13tbm (Gsh is in kPa, tbm is in mm)

Powerdek 100 Gsh = 0.174tbm (Gsh is in kPa, tbm is in mm)Powerdek 120 Gsh = 0.184tbm (Gsh is in kPa, tbm is in mm)

Smartdek51 Gsh = 0.103tbm (Gsh is in kPa, tbm is in mm)

Dead Load of concrete:The dead load of concrete (Gdc) shall include an allowance for the weight of reinforcement as well as the effect of ponding, and is calculated as:

Bondek Gdc = ρ(D + 0.7∆ - 4 - Ash/1000)Where D = slab thickness, ρ = 24.0 kN/m3 (incl, reinforcement), ∆ = maximum deflections at serviceability loading(maximum allowed deflections for particular deflection limits)

Powerdek Gdc = ρ(D + 0.7∆ - Ash/1000)

Smartdek Gdc = ρ(D + 0.7∆ - 0.5hr - Ash/1000)

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Uniform vertical construction(live load) Qc:For Stage l and 2 of construction (BS 5950 : Part 4 : 1994, Clause 2.2.3.1)

Qc = 1.5 kPa But not less than 4.5/Lp Where Lp = effective span of profiled sheeting which is the smaller of:- the distance between centres of permanent or temporary supports, and- clear span between permanent or temporary supports plus overall depth of profile sheets

Storage (stacked materials ) loads Qs:

Storage loads and construction loads do not apply to the same area.

For Stage l construction, user definedQs = 4 kPa to 1 kPa if load is less than 4 kPa, this shall be clearly specified on formwork documentation. (BS 5950 : Part 4 : 1994, Clause 2.2.3.2)Load distribution is similar to construction loads

Load combinations for strength:

For Stage l construction (BS 5950 : Part 4 : 1994, Clause 2.2.3) F1a = 1.4Gsh + 1.6Qc F1b = 1.4Gsh + 1.6Qs Pattern loading should be considered:* All spans are loaded * Only one span is loaded with Gsh + Qc or Qs load (number of load cases should be equal to number of spans), all the rest of spans shall be loaded with Gsh only.The span is unpropped length between props (permanent or temporary)

For Stage ll construction Flla = 1.4Gsh + 1.4Gdc + 1.6QcPattern loading should be considered: *�All adjacent spans should be loaded with Gsh + Qdc + Qc. Where one span is �loaded with specified value of Qc, another one -with 1/3Qc, all the rest of spans loaded with Gsh only* Only one span is loaded withGsh + Qdc + Qc load (number of load cases should be equal to number of spans), all the rest of spans shall be loaded with Gsh only.The span is unpropped length between props (permanent or temporary)

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Load Combinations for serviceability:No Pattern loading should be considered Fdef = Gsh + Gdc

Summary of Load combinations and Load Cases

Load Combination Pattern LoadingNo of

Load Cases

F1a =

1.4Gsh + 1.6Qc

1.4Gsh +1.6Qc(applied on all

spans)

1.4Gsh(applied on all spans) +

1.6Qc(applied on one span only)

1

n

F1a =

1.4Gsh + 1.6Qs

1.4Gsh+1.6Qs(applied on all

spans)

1.4Gsh(applied on all spans)+

1.6Qs(applied on one span only)

1

n

Flla = 1.4Gsh + 1.4Gdc

+ 1.6Qc

1.4Gsh(applied on all spans)+1.4Gdc+1.6Qc

(applied on adjacent spans,max. left to right)

1.4Gsh(applied on all spans)+1.4Gdc+1.6Qc

(applied on adjacent spans,max. right to left)

1.4Gsh(applied on all spans)+

(1.4Gdc+1.6Qc)(applied on one span only)

n-1

n-1

n

Fdef = Gsh + Gdc Gsh + Gdc (applied on all spans) 1

Note: 1.Load case is a load combination with one particular load pattern arrangement. 2.n = number of spans 3.Load applied on adjacent spans are not equal -One span of continuous sheeting shall be loaded with weight of wet concrete + Qc load as given above The other span shall be taken as loaded with the weight of the wet concrete slab + a construction load of one-third of the basic construction load

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Composite Slab:

Strength Load Combinations:

Load combinations shall be determined in accordance to BS 5950:4:1994 (Cl. 2.1 and 6.1.2) and BS 8110:1:1997 (Table 2.1)Fu = 1.4Gk + 1.6Qk

Serviceability Load CombinationsLoad pattern variations for Live Load:* Load pattern variation applies to strength load combinations and short - term serviceability loads only* Load pattern does not apply if loading pattern is fixed -the user shall have an option to switch off load patterns option* Where load patterns is used, it shall be: o The factored live load on alternate spans o The factored live load on two adjacent spans o The factored live load on all spans

Serviceability loads should allow for the effect of propping in every span separately.Propping shall be ignored for strength load combinations

Load Combinations for Serviceability

Type of

construction

Type of

curvature

Total

curvature

Imposed

curvature

Unpropped

(1/rb)short,tot

(1/rb)short,perm

(1/rb)long,perm

(1/rb)long,perm,imp

Gdsu + Qk

Gdsu + ψpermQk

Gdsu + ψpermQk

Gdsu + Qk

Gdsu + ψpermQk

ψpermQk

Propped

(1/rb)short,tot

(1/rb)short,perm

(1/rb)long,perm

(1/rb)long,perm,imp

Gdc + Gdp + Gdsu + Qk

Gdc + Gdp + Gdsu + ψpermQk


Gdc + Gdp + Gdsu + Qk


ψpermQk

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Note: Long term loads do not require load patterns

Where Qk = Imposed (Live) LoadGdc = Concrete Dead Loadwhere Astmid = area of steel in compression at midspanGdp = Profiled Sheet Dead LoadGdsu = Superimposed Uniformed Dead Load

Fire:

Only one load combination shall be considered:wf = G + thermal actions arising from fire + ψQwhere ψ = may be 0.8 or 1.0 as given in BS 5950-8:1990 Table 2

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6.0 Design Summary:Formwork:

Design check/Sheeting 1 2 3 4 5 6

Moment (%)

Shear (%)

Deflection (%)

74.23

65.51

36.72

59.01

59.98

29.47

49.72

56.02

24.43

49.72

56.02

24.43

59.01

59.98

29.47

74.23

65.51

36.72

Slab:Design check/Span 1 2 3 4 5 6

Negative Reo (%)

Flexural CrackControl (%)

Fire (%)

Positive BM Capacity (%)

Negative ShearCapacity (%)

Postive ShearCapacity (%)

Deflection (%)

97.32

100.00

100.00

19.06

33.81

14.61

11.62

99.74

79.04

100.00

36.97

44.57

0.00

38.09

99.36

100.00

100.00

32.01

40.70

0.00

18.21

99.36

100.00

100.00

32.01

40.70

0.00

18.21

99.74

79.04

100.00

36.97

44.57

0.00

38.09

97.32

100.00

100.00

19.06

33.81

14.61

11.62

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7.0 Loads and Load Actions: Formwork Envelopes

Deflection Envelope (mm)

Shear Envelope (KN)

Bending Moment Envelope ( KNM)

0.00 0.00

3.04

0.00 -0.000.04

+4.09

0.00-0.85

2.41

0.00

-1.54

0.00

-1.54

+4.09

-0.850.00

2.41

-1.54

-0.00-0.00

-1.54

+4.09

0.00-0.78

2.03

0.00

-1.54

0.00

-1.54

+4.09

-0.780.00

2.03

-1.54

-0.00-0.00

-1.54

+4.09

0.00-0.78

2.03

0.00

-1.54

0.00

-1.54

+4.09

-0.780.00

2.03

-1.54

-0.00-0.00

-1.54

+4.09

0.00-0.85

2.41

0.00

-1.54

0.00

-1.54

+4.09

-0.850.00

2.41

-1.54

-0.00-0.00

-1.54

+4.09

0.00 0.00

3.04

0.00 -0.000.04

+4.09

6.75

-0.090.09

-6.75

-10.30

+10.30

6.18

-0.56-0.65

-7.89-10.30

+10.30

7.89

0.650.56

-6.18

-10.30

+10.30

5.77

-0.55-0.60

-7.64-10.30

+10.30

7.64

0.600.55

-5.77

-10.30

+10.30

5.77

-0.55-0.60

-7.64-10.30

+10.30

7.64

0.600.55

-5.77

-10.30

+10.30

6.18

-0.56-0.65

-7.89-10.30

+10.30

7.89

0.650.56

-6.18

-10.30

+10.30

6.75

-0.090.09

-6.75

-10.30

+10.30

0 00.00

-0 -0

-5.08

+13.8

-13.8

0 00.00

-0 -0

-4.08

+13.8

-13.8

0 00.00

-0 -0

-4.08

+13.8

-13.8

0 00.00

-0 -0

-3.10

+12.7

-12.7

0 00.00

-0 -0

-3.10

+12.7

-12.7

0 00.00

-0 -0

-3.10

+12.7

-12.7

0 00.00

-0 -0

-3.10

+12.7

-12.7

0 00.00

-0 -0

-4.08

+13.8

-13.8

0 00.00

-0 -0

-4.08

+13.8

-13.8

0 00.00

-0 -0

-5.08

+13.8

-13.8

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Slab Envelopes

Deflection Envelope(Total)(mm)

Shear Envelope(Strength) (KN)

Bending Moment Envelope(Strength) ( KNM)

-0.03 -5.342.74

-0.08 -12.40-0.08

-5.34 -6.818.08

-12.40 -14.79

2.20-6.81 -4.64

6.67

-14.79 -12.70-0.37

-4.64 -6.816.67

-12.70 -14.79-0.37

-6.81 -5.348.08

-14.79 -12.40

2.20-5.34 -0.03

2.74

-12.40 -0.08-0.08

0.00-0.03

0.00

-0.00-0.08-0.00

-0.030.00

0.00

-0.08-0.00-0.00

7.69

-8.46

-0.02

-16.79

20.49

-10.97

9.67

-21.37

20.43

-8.26

9.75

-19.31

19.31

-9.75

8.26

-20.43

21.37

-9.67

10.97

-20.49

16.79

0.02

8.46

-7.69

0.00-0.38-0.00-1.10

1.100.000.38-0.00

-0.00 -0.000.85

Total Def Limit -7.3 mm


-0.00 -0.00

-5.52



-0.00 -0.00-2.42



-0.00 -0.00-2.42

-0.00 -0.00

-5.52

-0.00 -0.000.85

-0.07-0.00-0.07

Total Def Limit 0.0 mmTotal Def Limit 0.0 mm-0.00-0.07-0.07

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Slab Envelopes

Deflection Envelope(Imposed) (mm)

Fire Envelope (KNM)

-0.020 -7.029-7.029 -8.473-8.473 -6.486-6.486 -8.473-8.473 -7.029-7.029 -0.020-0.020 -9.827-9.292 -11.243-11.386 -9.433-9.433 -11.386-11.243 -9.292-9.827 -0.020

-0.00 -0.000.22

Imp Def Limit -5.2 mm

Imp Def Limit -5.2 mm-0.00 -0.00

-2.20



-0.00 -0.00-1.35



-0.00 -0.00-1.35

-0.00 -0.00-2.20

-0.00 -0.000.22

0.02-0.000.02

Imp Def Limit 0.0 mmImp Def Limit 0.0 mm-0.00

0.020.02

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8.0 User Options - Load combinations, forces and calculations : SLAB

CASE 200: 1.40(Gdp + Gdc + Gdsu) + 1.60Qk -- [Dead + Live Load]

0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm


3.197N/mm3.197N/mm3.197N/mm3.197N/mm3.197N/mm3.197N/mm3.197N/mm3.197N/mm3.197N/mm3.197N/mm3.197N/mm3.197N/mm3.197N/mm






0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm


3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm3.174N/mm






0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm


3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm3.151N/mm






0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm








0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm








0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm0.101N/mm








2.520N/mm2.520N/mm


4.800N/mm4.800N/mm


2.520N/mm2.520N/mm


4.800N/mm4.800N/mm

This design and print is the property of BlueScope Steel Limited and must not be usedreproduced or copied, wholly or in part, without written permission from the company.Supply of this design and print represents a confidential communication between the company and the recipientThe LYSAGHT range of products is exclusively made by BlueScope Steel Limited trading as BlueScope Lysaght.

Copyright BlueScope Steel Limited.

PROJECT: Project No: 1392R0SD01

CONDOTEL ALANA

JAKARTA,-

Customer Name Customer Number Order Number Delivery Date

- - MS-14-06-1393-R00-SD01 04/06/2014

DRAWN BY CHECKED BY APPROVED BY

BASUNI ACHMAD - DA

DATE 04/06/2014

DESCRIPTIONCOMPOSTIE ACTION

TITLE:

COMPOSITE FLOOR BRIEF REPORT

Scale: N.A.

FORMAT: A3

DRAWING No.: N.A.

DR

AW

ING

NU

MB

ER

REVISION

REFERENCES

2000.00

Smartdek51X0.7_G550

Area = 189mm2 (Dia6.0@150 Trans)

Shrinkage = M6_06X06(Dia6.0@150)

3800.00

Smartdek51X0.7_G550



1267667

right=104mm2(N10.0)left=146mm2(N10.0)

Negative (+Fire) Reo�

3500.00

Smartdek51X0.7_G550



11671267



3500.00

Smartdek51X0.7_G550



11671167



3800.00

Smartdek51X0.7_G550



12671167



2000.00

Smartdek51X0.7_G550



6671267



150.00 150.00

120

Load Combinations for serviceability: No Pattern loading should be considered Fdef = Gsh + Gdc...

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