CONTRACTOR DOC No.REV. DATE SHEET 1 OF 15PREPD CHKD APPD REV. DATEPAGEDESCRIPTIONPREPDCHKDAPPD DESIGN NOTE INTERMEDIATE SLAB CHECK FOR SCAFFOLDING LOADS Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 1 - TABLE OF CONTENTS 1 GENERAL ...........................................................................................................3 1.1Introduction and scope of document..................................................................... 3 2 REFERENCE DOCUMENTS. .............................................................................3 3 EXECUTIVE SUMMARY . ...................................................................................3 4 STRUCTURE DESCRIPTION. ...........................................................................4 5 DESIGN ASSUMPTIONS. ..................................................................................9 5.1Materials characteristics. ...................................................................................... 9 5.2Concrete cover...................................................................................................... 9 6 ANALYSIS & DESIGN. .....................................................................................10 6.1Structural Analysis Programs.............................................................................. 10 6.2Other Computer Programs ................................................................................. 10 7 DESIGN LOADS................................................................................................11 7.1 Actual loads ........................................................................................................ 11 7.1.1 Dead load intermediate slab (SW IS) . ................................................... 11 7.1.2 Dead load top slab................................................................................. 11 7.1.3 Live load (LL). ........................................................................................... 12 7.2 LOAD COMBINATIONS. .................................................................................... 12 8CALCULATIONS AND RESULTS. ....................................................................13 8.1 ESA PT results.................................................................................................... 13 8.1.1 Critical moments on intermediate slab. .................................................... 13 8.1.2 SLS Supports Reactions........................................................................... 14 8.1.3 ULS Supports Reactions........................................................................... 14 9 CONCRETE DESIGN. ......................................................................................14 9.1Slab bending moment capacity at critical locations............................................. 14 9.2Punching shear verification at support locations................................................. 15 Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 2 - ANNEXES 1. Drawings 2. ESA PT results 3. Slab bending moment capacity calculation 4. Slab shear capacity calculation Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 3 - 1GENERAL1.1Introduction and scope of document In the present note the Intermediate Slab capacity is evaluated, in order to support on it the scaffold-ing for the top slab. 2REFERENCE DOCUMENTSThe design calculations are based on the following codes of practice and other references: BS8110Structural use of concrete - Part 1: 19973EXECUTIVE SUMMARY One of the main assumptions of the calculation is that during the casting and until the hardening of the concrete of the top slab, it is considered that the scaffolding under the intermediate slab will not be removed. However, before the casting of roof slab is done, the intermediate slab scaffolding has to be un-proppedandre-propped(plywoodisremoved)withouttensioningverticalsupports.Forthe calculation of the actual bending moment in different sections of the slab a two stage analysis is done. In the first stage, when the formwork is un-propped the slab is allowed to support its own selfweight. In the second stage the lower formwork is put back in contact with the slab, and the loads coming from the top slab casting are divided between the intermediate slab and its formwork, according to specific rigidities. In the table below, actual bending moments in the slab are compared with the slab bending moment capacity. For detailed calculation see Sections 8 and 9 and Annexes 2 and 3. Max. bending moments Stage 1Stage 2TotalSlab capacity At support (mxD+)150 kN*m 300 kN*m 450 kN*m 788.55kN*m At support (myD+)180 kN*m 385 kN*m 565 kN*m 788.55kN*m Midspan (mxD-)90 kN*m 180 kN*m 270 kN*m 788.55kN*m Midspan (myD-)80 kN*m 150 kN*m 230 kN*m 788.55kN*m The loads transferred to the scaffolding below the intermediate slab are not larger than 32 kN / vertical (SLS). Values presented in Annex 2 pages 16 and 24. Shear capacity Maximum punching shear stress at vertical support 0.018 N/mm2Maximum shear stress near perimetral wall0.741 N/mm2 Section shear stress capacity 0.832 N/mm2 Calculation in Annex 4. Slab deflections are less than 7 mm (2.4 mm - Stage 1; 4.2 mm - Stage 2) see Annex 2 pages 34 and 35. Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 4 - 4STRUCTURE DESCRIPTION The analyzed typical structure is in accordance with the drawings: DWG No.SheetsRevDateTitle 1Bxxxxxxxxbase slab Concrete de-tails 1 - 5Gxxxxxxxxxxxxxxx walls Concrete details 10xxxxxxxxx roof slab Concrete de-tails 1 - 8Bxxxxxxxxxxxintermediate slab Reinforcement 1 - 13Cxxxxx Slab formwork The 500 mm thick intermediate slab is supported by 4 exterior walls (on the perimeter) and an interior one(Wall5)asshowninthefigureonthenextpage.Layoutandpositionforopeningsarealso presented. The slab is reinforced with T25 spaced at 100mm, both ways, top and down. Two situations are analyzed (separate analysis model for each), one with the intermediate slab self supported (verticals of the framework are de-propped), the other with the verticals re-propped, acting as spring supports (verticals are de-propped and re-propped to allow the intermediate slab to take its own self weight). Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 5 - Slab Layout WALL W1T.O.UDETAIL-9(TYP)PLAN VIEW(AT +2.91 DMD)+2.95DETAIL-8(TYP)Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 6 - Formwork supporting slab Plan view WALL W1T.O.W+1.10T.O.W+2.10T.O.W+2.10T.O.W+2.10T.O.W+2.20Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 7 - Formwork supportingslab Longitudinal section Formwork supporting slab Transversal section - 5.40T.O.KT.O.K+2.80T.O.D+5.40T.O.F-11.60T.O.R+2.70T.O.R+2.70T.O.R+2.70S.O.R+2.20T.O.W+2.10T.O.- 5.40KT.O.K+2.80T.O.F-11.60T.O.W+2.10T.O.F-11.60T.O.KT.O.W+2.10+2.80T.O.RT.O.R+2.70T.O.K+2.80T.O.W+0.10- 5.60+5.25T.O.DT.O.R+2.20+2.70S.O.RT.O.R- 5.60+1.65 +1.65Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 8 - Verticalsupportsareintroducedinthemodelas springswiththeequivalentrigidityforthe corresponding lengths. Cross sectional area of supports is 452 mm2. Maximum allowable load/support is 43 kN (SLS). CUPLOK Support Grade 43 Verticals Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 9 - 5DESIGN ASSUMPTIONS 5.1Materials characteristics Reinforced Concrete: (Precast and cast in situ) Characteristic strength:fcu =40 N/mm Elastic modulus:Ec =28 kN/mm Poissons ratio:c =0.20 Density: c =2450 kg/m Coefficient of thermal expansion: c =12x10-6 m/mC Reinforcement bars: Characteristic strength:fy =460 N/mm for deformed high yield steelYield Strength:fy =250 N/mm for plain round mild steelElastic modulus:Es =210 kN/mm 5.2Concrete cover The cover to cast-in-situ concrete is 75 mm. Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 10 - 6ANALYSIS & DESIGN 6.1Structural Analysis Programs ESA PT Thedesignisverified(effortsandforcesdistributionandmagnitudesintheslab)bymeansof SCIA.ESA PT (version 7.0) FE computer package developed by SCIA. ESA PT is a computer program for2-Dand3-Dstructuralanalysisintegrating1-Delements(members)and/or2-Dfiniteelements (walls,plates,shells).Theprogramsupportssteelandconcretestructuresanddifferentnational standards (including BS) for the design of structural sections. 6.2Other Computer Programs MATHCAD Professional Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 11 - 7DESIGN LOADS 7.1Actual loads Loading of the intermediate slab is done in two stages. In the first one the scaffolding supporting the slab is de-propped allowing the slab to support its selfweight. Then the vertical supports are re-propped (just put in contact with the slab) and they are taking additional top slab casting loads along with the slab. 7.1.1Dead load intermediate slab (SW IS) The structural dead load reinforced concrete density is c =2450 kg/m. The intermediate slab is 0.5m thick (load is calculated in the program SCIA.ESA PT) 7.1.2Dead load top slab The weight of the concrete sustained by the scaffolding that is supported on the intermediate slab. An average 1.2 m thickness in considered for the top slab resulting in 28.8 kN/m2 (1.2 m x 24.0 kN/m3). A 1.0 kN/m2 distributed load it is added to this load to account for scaffolding dead load. A total of 29.8 kN/m2 is considered. The load is separated in two on the left side and on the right side of Wall 5. SW TS LSSW TS RS Top slab self weight left sideTop slab self weight right side Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 12 - 7.1.3Live load (LL) 1.5 kN/m2 distributed load on all the slab is considered as live load during casting. Also the load is separated in two, on each side of Wall 5. LL LSLL RS Live load left sideLive load right side 7.2LOAD COMBINATIONS Model 1 (un-propped slab formwork supports): The considered load combinations are: ULS (Factored Loads): 1.4 * SW IS Model 2 (slab supported by formwork): The considered load combinations are: ULS (Factored Loads): 1.4 * (SW TS LS +SW TS RS) +1.6 * (LL LS +LL RS) 1.4 * SW TS LS +1.6 * LL LS 1.4 * SW TS RS +1.6 * LL RS SLS (Unfactored Loads): 1.0 * (SW TS LS +SW TS RS) +1.0 * (LL LS +LL RS) 1.0 * SW TS LS +1.0 * LL LS 1.0 * SW TS RS +1.0 * LL RS Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx00 - 13 - 8CALCULATIONS AND RESULTS 8.1ESA PT results 8.1.1Critical moments on intermediate slab Total bending moments on the intermediate slab (From Model 1 and Model 2) For detailed bending moment diagrams see Annex 2. Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 14 - 8.1.2SLS Supports Reactions Maximum SLS Support Reaction (axial force in formwork vertical) is 31.21 kN (not exceeding the allowable 43 kN / vertical support). Complete support reaction values are given in Annex 2. 8.1.3ULS Supports ReactionsMaximum ULS Support Reaction (axial force in formwork vertical) is 44.00 kN. Complete support reaction values are given in Annex 2. 9CONCRETE DESIGN 9.1Slab bending moment capacity at critical locations According to the drawings the slab is reinforced with T25 spaced at 100mm top and bottom, both ways. For detailed moment capacity calculation see Annex 3. Here below is presented the summary of the results. Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxx- 15 - 9.2Punching shear verification at support locations For detailed calculation see Annex 4. Here below is presented the summary of the results. Design effective shear force: Veff =44.00 kN vmax =0.018 N/mm2 vc =0.832 N/mm2 (allowable) 9.3Punching shear verification at support locations For detailed calculation see Annex 4. Here below is presented the summary of the results. Design effective shear force (1m strip): Veff =315.00 kN vmax =0.741 N/mm2 vc =0.832 N/mm2 (allowable) Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxxANNEX 1Drawings WALLW1T.O.W+2.20WALLW1T.O.W+1.10T.O.W+2.10T.O.W+2.10T.O.W+2.10T.O.W+2.20Scale =1:75Scaffolding Layout At -5.60m.WALLW1T.O.W+1.10T.O.W+2.10T.O.W+2.10T.O.W+2.10T.O.W+2.20Scaffolding LayoutScale =1:75C:\mnicolae\PROJECTS\ABI\DWG\IN\MTO-ABI-ST-SC-D-0004-C.dwg,MTO-ABI-ST-SC-D-0004-C,12/08/200704:46:13PMWALLW1T.O.W+1.10T.O.W+2.10T.O.W+2.10T.O.W+2.10T.O.W+2.20Infill & Beams LayoutScale =1:75C:\mnicolae\PROJECTS\ABI\DWG\IN\MTO-ABI-ST-SC-D-0004-C.dwg,MTO-ABI-ST-SC-D-0004-C,12/08/200704:46:51PMWALLW1T.O.W+1.10T.O.W+2.10T.O.W+2.20T.O.W+2.10T.O.W+1.10T.O.W+1.10T.O.W+2.10T.O.W+1.10NE-183-1NE-183-1F-365-1NE-105-2NE-105-3NE-105-4NE-105-1NE-244-1NE-244-1F-200F-270F-395F-395F-365-2F-100NE-183-1F-375NE-183-1NE-366-1NE-366-1NE-366-1NE-366-1NE-366-1NE-366-1NE-366-1External & Internal Panel LayoutScale =1:75T.O.F-11.60T.O.WT.O.R+2.10T.O.R+2.70T.O.W+0.10- 5.60T.O.R+2.70S.O.R+2.20T.O.R- 5.60Level- 5.60TopPlatformScale =1:75Working Platform At -5.60Section A-AT.O.F-11.60T.O.KT.O.W+2.10+2.80T.O.RT.O.R+2.70T.O.K+2.80T.O.W+0.10- 5.60+5.25T.O.DT.O.R+2.20+2.70S.O.RT.O.R- 5.60+1.65 +1.65Scale =1:75Section A'-A'clim bing cone addedIntermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxxANNEX 2ESA PT resultsmxD+=450kN*mSW=150kN*mCASTING =300kN*mmxD+=435kN*mSW=135kN*mCASTING =300 kN*mmxD+=410 kN*mSW=135kN*mCASTING =275kN*mmxD+=420kN*mSW=120kN*mCASTING =300 kN*mmyD+=565kN*mSW=180kN*mCASTING =385kN*mmyD+=540kN*mSW=180 kN*mCASTING =360kN*mmxD+=250kN*mSW=90kN*mCASTING =160kN*mmxD+=270 kN*mSW=90kN*mCASTING =180kN*mTOTAL BENDING MOMENTSFROM STAGE 1 (SW) AND STAGE 2 (CASTING)vx =270kNSW=80 kNCASTING =190kNvx =280 kNSW=80kNCASTING =200 kNvx =260 kNSW=80kNCASTING =180kNvx =270 kNSW=80kNCASTING =190 kNvy =315kNSW=105kNCASTING =210kNvy =290kNSW=90 kNCASTING =200kNTOTAL SLAB SHEAR FORCES / METERFROM STAGE 1 (SW) AND STAGE 2 (CASTING)Model: Unsupported intermediate slabLoads: Selfweight intermediate slab150kN*m135kN*m135kN*m120kN*mModel: Unsupported intermediate slabLoads: Selfweight intermediate slab180kN*m180kN*mModel: Unsupported intermediate slabLoads: Selfweight intermediate slab90kN*m90kN*mModel: Unsupported intermediate slabLoads: Selfweight intermediate slab80kN*m80kN*mModel: Unsupported intermediate slabLoads: Selfweight intermediate slab80kN80kN80kN80kNModel: Unsupported intermediate slabLoads: Selfweight intermediate slab90kN105kNModel: Intermediate slab withformwork supportsLoads: Top slabcastingloads - on left side300kN*m300kN*mModel: Intermediate slabwith formwork supportsLoads: Top slab castingloads - onleft side360kN*mModel: Intermediate slab with formwork supportsLoads: Top slabcasting loads - on left side180kN*mModel: Intermediate slabwith formwork supportsLoads: Top slab castingloads - onleft side150kN*mModel: Intermediate slabwith formwork supportsLoads: Top slab castingloads - onleft side180kN200kNModel: Intermediate slabwith formwork supportsLoads: Top slab castingloads - onleft side200kNModel: Intermediate slab with formwork supportsLoads: Top slabcastingloads - on right side275kN*m300kN*mModel: Intermediate slab with formwork supportsLoads: Top slabcastingloads - on right side360kN*mModel: Intermediate slabwith formwork supportsLoads: Top slab castingloads - onright side160kN*mModel: Intermediate slab with formwork supportsLoads: Top slabcasting loads - on right side120kN*mModel: Intermediate slab withformwork supportsLoads: Top slab castingloads - on right side190kN180kNModel: Intermediate slab withformwork supportsLoads: Top slabcastingloads - on right side200kNModel: Intermediate slab withformwork supportsLoads: Top slabcastingloads - on both sides300kN*m275kN*m300kN*m275kN*mModel: Intermediate slab withformwork supportsLoads: Top slab castingloads - on both sides350kN*m385kN*mModel: Intermediate slabwith formwork supportsLoads: Top slab castingloads - onboth sides180kN*m150kN*mModel: Intermediate slab withformwork supportsLoads: Top slabcastingloads - on both sides150kN*m120kN*mModel: Intermediate slabwith formwork supportsLoads: Top slab castingloads - onboth sides190kN180kN200kN190kNModel: Intermediate slab withformwork supportsLoads: Top slab castingloads - on both sides200kN210kNDEFLECTIONS IN STAGE 1(SW)max deflection =2.4mmDEFLECTIONS IN STAGE 2 (CASTING)max deflection =4.2mmIntermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxxANNEX 3Slab bending moment capacity calculation clear cover from the nearest surface in tension to the surfaceof the flexural tension reinforcementReinforcement bars sizes / area -4 layers of reinforcement are considered|b.125mm := |b.125mm = Ab.1t |b.124:= Ab.1490.874mm2=|b.20mm := |b.20mm = Ab.2t |b.224:= Ab.20mm2=|b.30mm := |b.30mm = Ab.3t |b.324:= Ab.30mm2=|b.40mm := |b.40mm = Ab.4t |b.424:= Ab.40mm2=depth of steel reinforcement layers (distance from extreme compression fiber to centroid of tension reinforcement)d1h cc|b.12+|

\||. := d141.25cm =d20cm := d30cm := d40cm :=nb.110 := number of bars in each reinforcement layerCALCULATION OF SECTION BENDING MOMENT CAPACITY AS PER BS 8110 : PART 1 : 1997 Units: kN 103N := MPa 106 Nm2:=Constants:fy460 Nmm2:= reinforcement yield strenghtfcumm240 N:= compressive strenght of concreteEs210 kNmm2:= Es2.1 105 MPa = modulus of elasticity of reinforcementm1.5 := partial safety factor for strength of material according to BS 8110 : Part 1 :Section 2.4.2.2; 2.4.4.1, Table 2.2 (concrete in flexure or axial load)Ecmm229 kN:= according to BS 8110 : Part 2 : Table 7.2, for fcumm240 N=Reinforced concrete section dimensions:h 0.5 m := element depthbw1 m := web width (element width)Aghbw := Ag0.5m2= gross area of sectionReinf orcementcc7.5cm :=- 1 -Fs.2As.2 fy := Fs.20kN =Fs.3As.3 fy := Fs.30kN =Fs.4As.4 fy := Fs.40kN =FcFs.1 Fs.2 Fs.3 Fs.4 := Fc2.258 103 kN = forces equilibrium conditionfc0.67 fcum := fc17.867 Nmm2= concrete compression stress - per BS 8110 Figure 3.3aFcbwfc:= a 0.126m = concrete compression area depth - per BS 8110 Figure 3.3xa0.9:= x 0.14m =MA.caph a 2|

\||. Fc d1h2|

\||. Fs.1 d2h2|

\||. Fs.2 d3h2|

\||. Fs.3 d4h2|

\||. Fs.4 :=MA.cap788.747kN m =nb.20 := nb.30 := nb.40 :=As.1nb.1Ab.1 := As.14.909 103 mm2= reinforcement area per layerAs.2nb.2Ab.2 := As.20mm2=As.3nb.3Ab.3 := As.30mm2=As.4nb.4Ab.4 := As.40mm2=Stress and strain equilibrium - pure bendingPcap0kN := 0 compression on the elementcc.max3 1000:= maximum strain at extreme concrete compressionFs.1As.1 fy := Fs.12.258 103 kN = depth of steel reinforcement layers (distance from extreme compression fiber to centroid of tension reinforcement)- 2 -Intermediate slab Check for scaffolding loads xxxxx Design Department CALC. NOTE No xxxxxxxANNEX 4Slab shear capacity calculation A|t |24:= (Bar area - tension reinforcement) A|490.874mm2=p%100A|rep d := (percent of reinforcement) p%1.155 =|b 1 := (Redistribution ratio)Vt44.0kN := (Design ultimate resitance shear)Mt0kN m := (Design ultimate resitance associated moment - Figure 3.14 a.)failure perimeterlp1.5 d := (Section 1.3.3.1, Figure 3.16)lp0.638m =sides of the failure perimeterx 2 lp cx+ := (length of the side of the perimeter considered parallel to the axis of bending - Section 3.7.6.2)z 2 lp cz+ := (length of the side of the perimeter considered perpendicular to the axis of bending)Annex 4CALCULATION OF SHEAR CAPACITY AS PER BS 8110 : 1997Units: kN 103N := MPa 106 Nm2:=Rectangular columnConstants:fcumm240 N:= (Characteristic strength of concrete)fy460 Nmm2:= (Characteristic strength of reinforcement)Support dimensions:cx0.1m := cz0.15m :=h 50cm := (Total height of slab)d 42.5cm := (Effective depth of tension reinforcement)rep 10cm := (Bar repartition c to c distance)| 25mm := (Bar size)- 1 -vmaxvc< 1 = verification:vmax0.018 Nmm2=vc0.832 Nmm2= vcvcfcuNmm225 :=*multiplication factor for fcuNmm2251.265 = fcumm240 N=vc0.658 Nmm2=vcp%p1.00( ) vc.1.50vc.1.00( )p1.50p1.00vc.1.00+ :=vcInterpolation for vc.1.500.72 Nmm2:= p1.501.5 :=vc.1.000.63 Nmm2:= p1.001 :=d 0.425m = For p%1.155 =from table 3.8 vcShear capacity without shear reinforcement (Section 3.7.7.4):equation 27 vmax0.018 Nmm2= vmaxVeffu0d :=Veff44kN =equation 25 VeffVt1 1.5 MtVtx +|

\||. :=bibliography: BS8110 Part 1 Section 3u05.6m =(Effective lengthof the perimeter)u02 x 2 z + :=- 2 -A|490.874mm2=p%100A|rep d := (percent of reinforcement) p%1.155 =|b 1 := (Redistribution ratio)Vt315kN := (Design ultimate resitance shear)failure section lengthb 1m :=bibliography: BS8110 Part 1 Section 3vmaxVtb d := vmax0.741 Nmm2= equation 21Shear capacity without shear reinforcement (Section 3.7.7.4):vcfrom table 3.8p%1.155 =Ford 0.425m =Annex 4CALCULATION OF SLAB SHEAR CAPACITY AS PER BS 8110 : 1997Units: kN 103N := MPa 106 Nm2:=Rectangular columnConstants:fcumm240 N:= (Characteristic strength of concrete)fy460 Nmm2:= (Characteristic strength of reinforcement)Support dimensions:h 50cm := (Total height of slab)d 42.5cm := (Effective depth of tension reinforcement)rep 10cm := (Bar repartition c to c distance)| 25mm := (Bar size)A|t |24:= (Bar area - tension reinforcement) - 1 -vmaxvc0.891 = vmaxvc< 1 = verification:vmax0.741 Nmm2=vc0.832 Nmm2= vcvcfcuNmm225 :=*multiplication factor for fcuNmm2251.265 = fcumm240 N=vc0.658 Nmm2=vcp%p1.00( ) vc.1.50vc.1.00( )p1.50p1.00vc.1.00+ :=vcInterpolation for vc.1.500.72 Nmm2:= p1.501.5 :=vc.1.000.63 Nmm2:= p1.001 :=- 2 -