Nemetschek Frilo GmbH

09.11.2017 Seite: 1 Spannbettbinder B8 01/2018 (Frilo prerelease) 3.75 3.75 95 75 170 1515 1515 8 15 2985 15 8 3030 60 60 71.8 23.2 95 146.8 23.2 170 60 71.8 23.2 95 19 19 19 0.61 10.84.3 Eigengewicht Fertigteil nicht dargestellt 15 3000 15 3030 System: Double-pitch roof Basics: Load combinatorics: NA to BS EN 1990/A1:2009-06 + EN 1990:2002/AC:2010 ULS: Structural safety checks(str) permanent/variable design situation with equation 6.10 a,b Design code: NA to BS EN 1992-1-1/A2:2015-07 + EN 1992-1-1:2004 /AC:2010 Prestressing for pretensioning

09.11.2017 Seite: 2 System Geometry: Total L = 30.30 m Effective L1 = 30.00 m Outstand left L0 = 0.15 m right L2 = 0.15 m Distance Ridge L3 = 15.15 m Height beam : left H1 = 95.0 cm Ridge H2 = 170.0 cm right H3 = 95.0 cm Relation eff.span to height of beam: L1/H2 = 17.65 Erection attachment, distance from the beginning resp. end of beam: Hook L8 = 3.75 m right L9 = 3.75 m Cross-section Precast : Layer of cross-section from top to bottom Nr Width Distance Remarks [cm] [cm] 1 60.0 0.0 2 60.0 15.0 3 19.0 23.2 Web begin 4 19.0 170.0 Web end Web height over beam length constant Material: Prestressing steel Y1770S7 Strand 7 wires dd = 4.1 mm dp = 12.3 mm Ep = 195000 N/mm 2 Ap = 0.930 cm 2 fp0.1k = 1520 N/mm 2 fpk = 1770 N/mm 2 εuk = 35.0 εud = 31.5 Partial safety factor : γs = 1.15 Coeff. prestress: charact. value rsup = 1.00 rinf = 1.00 Design value γp,max = 1.10 γp,min = 0.90 Proof of crack width Equ. diameter dpv = 7.20 mm ξ = 0.60 (Tab. 6.2) Relaxation class 2 (strands, wires, low relaxation) σp0/fpk 10 h 200 h 1000 h 500000h 0.60 0.1 0.2 0.4 2.5 0.70 0.3 0.7 1.0 3.9 0.80 1.2 1.9 2.4 6.1 - Losses in % by 3.3.2 (6), example process Permitted stresses: in formwork σp 1368.0 N/mm 2 (0.90* fp0.1k) after anchor. release σp 1292.0 N/mm 2 (0.85* fp0.1k) char. Lc σp 1327.5 N/mm 2 (0.75* fp0.1k) Transmission length ηp1 = 3.20 η1 = 1.00 α1 = 1.25 α2 = 0.19 σpm0 = 922 N/mm 2 PT: fctdt = 0.81 N/mm 2 fbpt = 2.58 N/mm 2 lpt = 1.05 m Dispersion_length: d = 0.91 m ldisp = 1.39 m

09.11.2017 Seite: 3 Reinforcing steel: Longitudinal Stirrup B 500B B 500B Es = 200000 N/mm 2 Es = 200000 N/mm 2 fyk = 500 N/mm 2 fyk = 500 N/mm 2 ftk = 540 N/mm 2 ftk = 540 N/mm 2 εuk = 50.0 εuk = 50.0 εud = 45.0 εud = 45.0 Partial safety factor : γs = 1.15 γs = 1.15 permitted stresses in SLS : σs 400 N/mm 2 σs 400 N/mm 2 (0.80 * fyk) Requirements durability: top bottom attack on concrete X0 X0 attack on reinforc. XC1 XC1 min. concrete class C 20/25 C 20/25 stirrup φ,l = 8 mm long. reinforcement φ,m = 20 mm φ,m = 16 mm prestressed steel dp = 12.3 mm strand allowance in design Δcdev = 5 mm *2 Δcdev = 5 mm *2 stirrup cmin,l = 15 mm cmin,l = 15 mm concrete coverage cnom,l = 20 mm cnom,l = 20 mm longitudinal bars cmin,m = 20 mm *5 cmin,m = 16 mm *5 concrete coverage cnom,m = 28 mm *1 cnom,m = 28 mm *1 prestressing steel : cmin,p = 19 mm *5 cmin,p = 19 mm *5 concrete coverage cnom,p = 28 mm *1 cnom,p = 28 mm *1 laying dist. link c,l = 20 mm c,l = 20 mm all. crack width wmax = 0.20 mm wmax = 0.20 mm decompression not req. not req. *1:with cmin,l *2: Quality Control *5: bond decisive Concrete: Precast C 50/60 fck = 50.00 N/mm 2 αcc = 0.85 fctk0.05 = 2.85 N/mm 2 αct = 1.00 γ = 25.00 kn/m 3 Unit Ecm = 37000 N/mm 2 αe = 1.00 Coeff. E-module Gcm = 14800 N/mm 2 Partial safety factor : γc = 1.50 permitted stresses in SLS : char. Lc σc -30.00 N/mm 2 q.perm.lc σc -22.50 N/mm 2 Removal the anchor t= t0t(sto) fcm(t) = 24.56 N/mm 2 fck(t) = 16.56 N/mm 2 linear creep σc -7.45 N/mm 2 (k2=0.45) maximum σc -11.59 N/mm 2 (k6=0.70) Creep modulus & shrinkage strain no heat treatment, t0t = t0 CementStrenght class 42,5R;52,5 ρ= 0.5 (Aging coefficient) Reference point for t0 is the start of the concreting of the precast

09.11.2017 Seite: 4 Creep t0 RH Days % Storage 1 70 Utilization precast 21 50 L. Segment Part- t0 t α t0,eff βt0 ßH βc(t,t0) φrh βfcm φ(t,t0) cross-section B.9 B.5 B.8 B.7 B.3 B.4 B.1 1 Storage PcC 1.0 21.0 1 4.0 0.70 475.4 0.38 1.24 2.21 0.74 2 Utilization precast PcC 21.0 26000.0 1 4.0 0.70 463.7 0.61 1.47 2.21 1.39 L. A U h0 ßds(t0,ts) ßds(t,ts) ßRH εcd,0 ßas εca/10e6 εcs(t,t0) [cm 2 ] [cm] [cm] 3.10 B.12 B.11 3.13 3.12 [ ] 1 4013.10 446.8 179.7 0.000 0.172 1.02 402.5 0.60 100.00 0.121 2 4013.10 446.8 179.7 0.172 0.996 1.36 536.0 1.00 100.00 0.430 Loads: Self weight Beam beginning g11 = 6.47 kn/m Ridge g12 = 10.03 kn/m Beam end g13 = 6.47 kn/m Total G = 250.1 kn Volume V = 10.00 m 3 Surf. A = 95.00 m 2 Live loads Units: Single load[kn] Single moment[knm] line load[kn/m] span type gle qle Dist. a gri qri Length Fact Act. Sim. Pos. [m] [m] 1 1 10.80 4.30 1.00 10 0 1 1 0.00 0.61 1.00 9 0 Load types: 1 = uniformly distr., 2 = single load at a, 3 = single moment at a 4 = trapezoidal load from a, 5 = triangle load over L Actions: Tendons: Act. γq ψ0 ψ1 ψ2 Dep. Cat. Description 9 1.50 0.50 0.20 0.00 0 W Windlasten 10 1.50 0.50 0.20 0.00 0 S Schnee bis NN +1000m Dist(LE) > 3.5 cm axis horizontal > 3.7 cm vertical > 3.7 cm lay. num- area Dist.LE Prestressing <--- Isolations ---> No. ber Ap Yp σp (0) Count to x1 from x2 Type [cm 2 ] [cm] [N/mm 2 ] [m] [m] 1 3 2.79 8.5 1000 0 LE 2 3 2.79 12.3 1000 0 LE 3 3 2.79 16.1 1000 0 LE 4 3 2.79 19.9 1000 0 LE 5 3 2.79 23.7 1000 0 LE 6 3 2.79 27.5 1000 0 LE 7 3 2.79 31.3 1000 0 LE 8 1 0.93 35.1 1000 0 LE x1 and x2 with respect to the left beginning from joint LE= parallel lower edge, UE= parallel upper edge The calculation of the losses due to creep, shrinkage and relaxation following the method from Abelein

09.11.2017 Seite: 5 Untensioned reinforcement: Layer num- diam. area Dist.LE effective range No. ber Φs,l As Ys from xa to xe Type [mm] [cm 2 ] [cm] [m] [m] 1 2 16 4.02 3.5 0.00 30.30 LE 2 2 20 6.28 166.5 0.00 30.30 UE 3 2 20 6.28 155.0 0.00 30.30 UE xa and xe with respect to the left beginning from joint LE= parallel lower edge, UE= parallel upper edge Surface reinforcement acc.to Tab. NA.J.41 (B0 < D0) : Web (Z1/S3) AsS = 1.24 cm 2 /m (UwkS <= XC4) (per side) Top flange (Z3/S1) AsO = 0.00 cm 2 /m (UwkS <= XC4) Settings for shear resistance check Bearing width, distance bearing edge, effective height of the bearing line left bal = 0.15 m al = 0.07 m dal = 0.92 m right bar = 0.15 m ar = 0.07 m dar = 0.92 m For shear reinforcement not decisive ranges over support A and B: xare=0.99 m direct bearing (width of bearing/2 + eff. depth) xbli=0.99 m direct bearing (width of bearing/2 + eff. depth) Check the limit deformation: Total sagging f L/ 250 Increase deflection df L/ 500 Cantilever left f 0.1 cm df 0.1 cm Span f 12.0 cm df 6.0 cm Cantilever right f 0.1 cm df 0.1 cm quasi- permanent combination and eff. char. prestress Deflection due to shrinkage considered Tension stiffening: Member rigidity, Characteristic combination RESULTS ( summary) Reaction forces (t = infinitely): Units: all [kn] G:perm., Q:variable.,V: Sum <------char. value-----> <--ULS(PT)----> Support point G min Q max Q min V max V A (left) 287.01 0.00 73.65 287.01 462.02 B (right) 287.01 0.00 73.65 287.01 462.02 max. bending moment in erection state(char. value): MF = = 2763.72 knm at x = = 15.15 m Checks are not complied with: Checkvalue Extrem Utilisation x [m] Resisting tens force bot η = 0.84 1.19 0.15 Crack MinAs+AsDuc bottom AsMin = 6.7 cm 2 1.67 15.15 Incr.-deflection(Util) df = 6.9 cm 1.15 13.47 Prc.:Compr.stress t0(sto) σc = -28.43 N/mm 2 2.45 3.75 Buckling installation state (Stiglat) η = 1.69 1.19 Warning Prc.:lin. creep t0(sto) σc =-23.91 N/mm2 x= 29.47 m σc <0.45*fck(t)= -7.45 N/mm2 _disproportional creeping by increased creep modulus considered(fk= 2.28) Required shear reinforcement: Column A: asw = 5.00 cm 2 /m Column B: asw = 5.00 cm 2 /m

09.11.2017 Seite: 6 Bursting reinforcement left Laying length = 1.04 m from x = 0.00 m As = 5.6 cm 2 right Laying length = 1.04 m from x = 30.30 m As = 5.6 cm 2 Check of anchorage left: Tensile force resistance in anchoring area Util = 1.19 additional reinforcement necessary right: Tensile force resistance in anchoring area Util = 1.19 additional reinforcement necessary Overview crit. sections Selected basic grid: 10 Sections Checkvalue Extrem Utilisation x [m] Flexural capacity bottom η = 1.17 0.85 11.11 Flexural capacity top η = **** **** **** Resisting tens force bot η = 0.84 1.19 0.15! Resisting tens force top η = **** **** **** Prc.:Compr.stress t0(sto) σc = -28.43 N/mm 2 2.45 3.75! Prc.:Compr.stress Cc σc = -18.62 N/mm 2 0.62 3.75 Stress in prestress.steel σp,cc = 1083.7 N/mm 2 0.82 11.11 Stress in rebars σs = 116.1 N/mm 2 0.29 10.81 Crack MinAs+AsDuc bottom AsMin = 6.7 cm 2 1.67 15.15! Crack MinAs+AsDuc top AsMin = ---- cm 2 ---- ---- Crack width bottom wk = 0.07 mm 0.36 9.76 Crack width top wk = 0.15 mm 0.77 3.75 Sagging top fo = -3.5 cm 0.29 16.83 Sagging bottom fu = 7.2 cm 0.60 13.47 Incr.-deflection(Util) df = 6.9 cm 1.15 13.47! Prc.:Shear reinf (web) asw = 5.00 cm 2 /m 1.00 1.14 Concrete strut capacity η = 1.33 0.75 0.83 ---- Check not required **** Check not fulfilled Prc.:Precast member Add.: in-situ supplement IS : Installed state SC : State of construction AsDuk:Ductility reinforcement Linear creep limit, informative: Extrem Utilisation x [m] Prc.:lin. creep t0(sto) σc = -23.91 N/mm 2 3.21 29.47 Prc.:Compression quasi-permanent Lc σc = -17.37 N/mm 2 0.77 29.16 Tensile stress state I, informative: Extrem Utilisation x [m] Prc.:Tens.stress (IS) σt = 9.10 N/mm 2 2.24 10.10 Prc.:Tens.stress (SC) σt = 3.11 N/mm 2 1.23 29.47 Internal forces ULS [kn,knm] Design sit. permanent/transient from prestressing ( formwork state) x Min Max Min Max Sto.tA Sto.tA Use.tE Use.tE PRE [m] My My Qz Qz Nv Mv Nv Mv Deg 0.00 0.00 0.00 0.0 0.0 0.0 0.00 0.0 0.00 0.00 0.15-0.10-0.07-1.3-1.0-363.4-137.09 57.2-29.46 3.02 0.15-0.10 0.43-1.3 460.8-368.8-139.14 54.3-30.50 2.93 0.83-3.05 306.66-7.4 441.3-2024.0-801.75-742.5-339.86 1.61 1.14-5.77 442.10-10.2 432.4-2044.3-827.27-1007.9-477.46 2.01 1.38-8.48 545.05-12.4 425.5-2044.3-840.78-1112.6-541.72 2.05 1.39-8.60 549.30-12.5 425.2-2044.3-841.35-1113.2-542.62 2.04 3.37-51.68 1334.23-31.3 367.5-2044.3-952.08-1212.9-711.96 1.08 3.75-64.27 1471.73 98.4 356.2-2044.3-973.19-1233.0-744.63 1.02 6.73 197.37 2400.70 75.4 266.8-2044.3-1137.35-1374.5-986.59 0.82 10.10 406.73 3125.02 46.9 162.5-2044.3-1320.54-1437.0-1198.12 0.77 13.47 515.65 3492.30 15.8 54.9-2044.3-1501.74-1453.0-1364.52 0.78 15.15 529.62 3538.52-0.7 0.7-2044.3-1591.46-1451.0-1433.08 0.81 16.83 515.65 3492.30-54.9-15.8-2044.3-1501.74-1453.0-1364.52 0.78 20.20 406.75 3125.02-162.5-46.9-2044.3-1320.54-1437.0-1198.12 0.77

09.11.2017 Seite: 7 Design sit. permanent/transient from prestressing ( formwork state) x Min Max Min Max Sto.tA Sto.tA Use.tE Use.tE PRE [m] My My Qz Qz Nv Mv Nv Mv Deg 23.57 197.38 2400.70-266.8-75.4-2044.3-1137.35-1374.5-986.59 0.82 26.55-64.23 1471.73-356.2 35.0-2044.3-973.19-1233.0-744.63 1.02 26.93-51.65 1334.23-367.5 31.2-2044.3-952.08-1212.9-711.96 1.08 28.91-8.59 549.30-425.2 12.5-2044.3-841.35-1113.2-542.62 2.04 28.92-8.46 545.05-425.5 12.4-2044.3-840.78-1112.6-541.72 2.05 29.16-5.76 442.10-432.4 10.2-2044.3-827.27-1007.9-477.46 2.01 29.47-3.04 306.66-441.3 7.4-2024.0-801.75-742.5-339.86 1.61 30.15-0.10 0.43-460.8 1.3-368.8-139.14 54.3-30.50 2.93 30.15-0.10-0.07 1.0 1.3-363.4-137.09 57.2-29.46 3.02 30.30 0.00 0.00 0.0 0.0 0.0 0.00 0.0 0.00 0.00 Internal forces SLS <- char. Lc-> <- freq. Lc-> <q.- perm. Lc> x Min Max Min Max Min Max [m] My My My My My My 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.15-0.07-0.07-0.07-0.07-0.07-0.07 0.15-0.07 0.32-0.07 0.26-0.07 0.24 0.83-2.26 236.33-2.26 198.99-2.26 190.42 1.14-4.27 340.71-4.27 286.93-4.27 274.59 1.38-6.28 420.07-6.28 353.81-6.28 338.59 1.39-6.37 423.35-6.37 356.57-6.37 341.23 3.37-38.28 1028.49-38.28 867.02-38.28 829.94 3.75-47.61 1134.52-47.61 956.56-47.61 915.69 6.73 214.01 1851.08 214.01 1562.52 214.01 1496.25 10.10 423.38 2410.09 423.38 2036.53 423.38 1950.74 13.47 532.30 2693.69 532.30 2277.66 532.30 2182.13 15.15 546.27 2729.40 546.27 2308.09 546.27 2211.34 16.83 532.30 2693.69 532.30 2277.66 532.30 2182.13 20.20 423.39 2410.09 423.39 2036.53 423.39 1950.74 23.57 214.03 1851.08 214.03 1562.52 214.03 1496.25 26.55-47.58 1134.52-47.58 956.56-47.58 915.69 26.93-38.26 1028.49-38.26 867.02-38.26 829.94 28.91-6.36 423.35-6.36 356.57-6.36 341.23 28.92-6.27 420.07-6.27 353.81-6.27 338.59 29.16-4.27 340.71-4.27 286.93-4.27 274.59 29.47-2.25 236.33-2.25 198.99-2.25 190.42 30.15-0.07 0.32-0.07 0.26-0.07 0.24 30.15-0.07-0.07-0.07-0.07-0.07-0.07 30.30 0.00 0.00 0.00 0.00 0.00 0.00 <Flex. capacity-> <-----resisting tensile force---------> x[m] η bo η to η bo σi/σr al η to σi/σr al =MRd/MEd =MRd/MEd =TRd/TEd [N/mm 2 ] [cm] =TRd/TEd [N/mm 2 ] [cm] 0.00 --- --- --- 0.00# --- --- 0.00# --- 0.08 --- --- --- 0.00# --- 303.56 0.00# 43.1 0.15 --- --- --- 0.00# --- 209.24 0.00# 43.2 0.15 --- --- 0.84 0.00# 103.8 207.30 0.00# 43.2 0.22 62.84 --- 1.04 0.00# 104.2 110.21 0.00# 43.4 0.31 27.98 --- 1.27 0.00# 104.7 102.06 0.00# 43.6 0.32 26.37 946.57 1.29 0.00# 104.7 101.47 0.00# 43.7 0.61 10.11 91.70 1.87 0.00# 106.3 44.33 3.17*! 44.4 0.92 6.20 *** 2.34 0.00# 108.1 *** 3.01*! 150.4 1.22 4.64 *** 2.54 1.66# 109.7 *** 1.72# 150.2 1.38 4.11 *** 2.40 1.56# 110.6 *** 1.43# 146.8 1.39 4.08 *** 2.39 1.55# 110.7 *** 1.41# 146.6 1.53 3.73 *** 2.29 1.18# 111.5 *** 1.16# 143.3 1.84 3.12 *** 2.09 1.06# 113.2 *** 0.64# 137.3 3.37 1.92 *** 1.60 6.98*! 121.7 *** 0.11# 109.4 3.75 1.77 *** 1.55 8.40*! 123.8 *** 0.09# 102.8 6.73 1.29 *** 1.25 15.01*! 88.6 *** 0.02# 59.5 10.10 1.18 *** 1.17 16.76*! 70.8 *** 0.00# 67.9 11.15 1.17 *** 1.17 16.49*! 73.3 *** 0.00# 70.5 13.47 1.22 --- 1.21 14.97*! 79.1 --- 0.00# --- 16.83 1.22 --- 1.21 14.97*! 79.1 --- 0.00# ---

09.11.2017 Seite: 8 <Flex. capacity-> <-----resisting tensile force---------> x[m] η bo η to η bo σi/σr al η to σi/σr al =MRd/MEd =MRd/MEd =TRd/TEd [N/mm 2 ] [cm] =TRd/TEd [N/mm 2 ] [cm] 20.20 1.18 *** 1.18 16.76*! 70.8 *** 0.00# 67.9 23.57 1.29 *** 1.25 15.01*! 88.6 *** 0.02# 59.5 26.55 1.77 *** 1.55 8.40*! 123.8 *** 0.09# 102.8 26.93 1.92 *** 1.60 6.98*! 121.7 *** 0.11# 109.4 28.46 3.12 *** 2.09 1.06# 113.2 *** 0.64# 137.3 28.77 3.73 *** 2.29 1.18# 111.5 *** 1.16# 143.3 28.91 4.08 *** 2.39 1.55# 110.7 *** 1.41# 146.6 28.92 4.11 *** 2.40 1.56# 110.6 *** 1.43# 146.8 29.08 4.64 *** 2.54 1.66# 109.7 *** 1.72# 150.2 29.38 6.20 *** 2.34 0.00# 108.1 *** 3.01*! 150.4 29.69 10.11 91.97 1.87 0.00# 106.3 55.14 3.17*! 44.4 29.98 26.37 950.37 1.29 0.00# 104.7 76.08 0.00# 43.7 29.99 27.98 --- 1.27 0.00# 104.7 75.32 0.00# 43.6 30.08 62.84 --- 1.04 0.00# 104.2 101.48 0.00# 43.4 30.15 --- --- 0.84 0.00# 103.8 207.92 0.00# 43.2 30.15 --- --- --- 0.00# --- 209.87 0.00# 43.2 30.22 --- --- --- 0.00# --- 304.54 0.00# 43.1 30.30 --- --- --- 0.00# --- --- 0.00# --- ---- Check not required **** Check not fulfilled #:Main tens.stress σi #!: σi > fctk0.05 *:Edge tens. str. σr *!: σr > fctk0.05 Concrete stresses precast x σc,1 σc,2 σc,cc σc,qc σt,cc σt,sc [m] [N/mm 2 ] [N/mm 2 ] [N/mm 2 ] [N/mm 2 ] [N/mm 2 ] [N/mm 2 ] 0.08-2.45-2.45-1.61-1.61 0.86 0.46 0.15-4.56-4.56-3.55-3.55 0.98 0.78 0.15-4.62-4.62-3.61-3.60 0.98 0.79 0.69-22.87-19.30-15.40-15.40 0.77 2.61 0.83-27.46-23.91-12.90-12.90 0.83 3.11 0.92-27.73-23.76-14.54-12.52 0.52 3.01 1.00-27.72-23.41-13.83-12.04 0.22 2.89 1.14-27.71-22.34-17.37-17.37 --- 2.69 1.38-27.71-21.64-17.09-16.60 --- 2.35 1.39-27.71-21.62-17.09-16.58 --- 2.34 3.37-28.23-17.00-18.23-13.07 1.60 4.87 3.75-28.43-16.30-18.62-12.61 2.66 4.96 6.73-18.50-12.43-16.35-10.28 7.60 2.47 10.10-15.14-10.32-14.93-10.36 9.10 1.22 13.47-13.56-9.63-13.73-9.45 7.99 1.00 15.15-13.21-9.63-12.34-8.59 6.84 1.15 16.83-13.56-9.63-13.73-9.45 7.99 1.00 20.20-15.14-10.32-14.93-10.36 9.10 1.22 23.57-18.50-12.43-16.35-10.28 7.60 2.47 26.55-28.42-16.30-18.62-12.61 2.66 4.96 26.93-28.23-17.00-18.23-13.07 1.60 4.86 28.91-27.71-21.62-17.09-16.58 --- 2.34 28.92-27.71-21.64-17.09-16.60 --- 2.35 29.16-27.71-22.34-17.37-17.37 --- 2.69 29.30-27.72-23.41-13.83-12.04 0.22 2.89 29.38-27.73-23.76-14.54-12.52 0.52 3.01 29.47-27.46-23.91-12.90-12.90 0.83 3.11 29.61-22.87-19.30-15.40-15.40 0.77 2.61 30.15-4.62-4.62-3.61-3.60 0.98 0.79 30.15-4.56-4.56-3.55-3.55 0.98 0.78 30.22-2.45-2.45-1.61-1.61 0.86 0.46 ---- Check not required **** Check not fulfilled σc,1 : Disproportional creeping check with early strength (sto.) σc,2 : Compressive stress check with early strength (sto./erect.) σc,cc : Compression check Characteristic load combination σc,qc : Disproportional creep check quasi-perm. load combination σt,cc : Tensile stresses,installed state, Characteristic load combination (informative) σt,sc : Tensile stresses,state of construction (informative)

09.11.2017 Seite: 9 Check the limit deformation: Total sagging f L/ 250 Increase deflection df L/ 500 Cantilever left f 0.1 cm df 0.1 cm Span f 12.0 cm df 6.0 cm Cantilever right f 0.1 cm df 0.1 cm quasi- permanent combination and eff. char. prestress Deflection due to shrinkage considered Tension stiffening: Member rigidity, Characteristic combination df = fte(service)- fta(service) Shear resistance Storage Utilization x fta fte fta fte df [m] [cm] [cm] [cm] [cm] [cm] 0.00 0.0 0.1 0.0-0.1-0.1 3.37-1.0-1.8-0.3 2.2 2.5 6.73-1.6-2.8-0.1 4.7 4.8 10.10-1.9-3.3 0.2 6.4 6.2 13.47-2.0-3.5 0.3 7.2 6.9 16.83-2.0-3.5 0.3 7.2 6.9 20.20-1.9-3.3 0.2 6.4 6.2 23.57-1.6-2.8-0.1 4.7 4.8 26.93-1.0-1.8-0.3 2.2 2.5 30.30 0.0 0.1 0.0-0.1-0.1 x VEd VEd,red cot Θ z asw,web η [m] [kn] [kn] [cm] [cm] =VRd,max/VEd 0.08 0.7 ---- 1.00 68.5 2.15 610.03 0.22 456.5 ---- 2.50* 69.1 5.00 1.44 0.23 455.9 ---- 2.50* 69.1 5.00 1.45 0.83 420.4 ---- 2.50* 72.4 5.00 1.33 1.14 402.9 402.9 2.50 74.1 5.00 1.42 1.38 389.7 389.7 2.50 75.4 4.75 1.57 1.39 389.2 389.2 2.50 75.5 4.74 1.58 3.37 289.9 289.9 2.50 85.1 3.13 2.63 3.75 272.6 272.6 2.50 87.2 2.88 2.92 6.73 150.1 150.1 1.58 101.8 2.15 7.22 10.10 41.0 41.0 1.00 118.6 2.15 21.23 13.47 73.3 73.3 1.00 134.9 2.15 30.81 15.15 122.5 122.5 1.00 143.0 2.15 19.48 16.83 73.3 73.3 1.00 134.9 2.15 30.81 20.20 41.0 41.0 1.00 118.6 2.15 21.24 23.57 150.1 150.1 1.58 101.8 2.15 7.22 26.55 272.6 272.6 2.50 87.2 2.88 3.08 26.93 289.9 289.9 2.50 85.1 3.13 2.63 28.91 389.2 389.2 2.50 75.5 4.74 1.58 28.92 389.7 389.7 2.50 75.4 4.75 1.57 29.16 402.9 402.9 2.50 74.1 5.00 1.42 29.47 420.4 ---- 2.50* 72.4 5.00 1.33 30.08 456.5 ---- 2.50* 69.1 5.00 1.44 30.22 0.7 ---- 1.00 68.5 2.15 610.03 ---- Check not required **** Check not fulfilled *: Take over from last construction phase

09.11.2017 Seite: 10 Internal forces max MEd from external loads (PT) min MEd from external loads (PT) Moment from prestressing, t= ta storage Moment from prestressing, t= te use -1591.5-1433.1-0.07-64.3 0 5 10 15 20 25 30x 1.98 [m] 529.6 3538.5 max VEd from external loads (PT) min VEd from external loads (PT) -460.8-75.4 98.4 460.8

09.11.2017 Seite: 11 Bending resitance (failure safety) Flexural capacity bottom η = 1,17 x=11,11 m Flexural capacity top η = ***** x= 0,83 m Resisting tens force bot η = 0,84 x= 0,15 m Resisting tens force top η = ***** x= 0,83 m Ausn 100% 0 5 10 15 20 25 30x [m] Ultimate stress precast component Prc.:Compr.stress Cc σc =-18,62 N/mm2 x= 3,75 m Prc.:Compr.stress t0(sto) σc =-28,43 N/mm2 x= 3,75 m Prc.:Tens.stress (IS) > 100% condition II, informative only Prc.:Tens.stress (SC) > 100% condition II, informative only Ausn 100% 0 5 10 15 20 25 30x [m]

09.11.2017 Seite: 12 Deformation Sagging t=ta storage -2,05 cm Sagging t=te storage -3,50 cm Sagging t=ta utilisatio -0,34 cm Sagging t=te utilisa 7,19 cm 0 5 10 15 20 25 30x [m] Shear force resistance (shear covering) Prc.:Shear reinf (web) asw = 5,00 cm2/m x= 1,14 m Concrete strut capacity η = 1,33 x= 0,83 m Ausn 100% As (cm2/m) 5.0 0 5 10 15 20 25 30x [m]

09.11.2017 Seite: 13 Selected section x = 11.00 m from left support Internal force combinations from external loading LAc: dominant variable action (leading action) ULS-PT : permanent + transient design situation (fundam. combination) SLS-Cc : characteristic combination SLS-Fc : frequent combination SLS-Qc : quasi-permanent combination maximum moment : [knm] ULS-PT SLS-Cc SLS-Fc SLS-Qc Storage 1240.12 918.59 918.59 918.59 Storage/Erection 649.14 468.51 468.51 468.51 Utilization 3278.28 2528.41 2137.06 2047.19 LAc 10 10 10 - Minimum moment : [knm] ULS-PT SLS-Cc SLS-Fc SLS-Qc Storage 918.56 918.59 918.59 918.59 Storage/Erection 451.86 468.51 468.51 468.51 Utilization 2047.16 2047.19 2047.19 2047.19 LAc - - - - maximum shear force:[kn] ULS-PT Storage 51.6 Storage/Erection 52.4 Utilization 129.3 LAc 10 Effective Tendons ( prestressed formwork state for t = t0 (sto)) No. Area Distance Prestress tens.force Shorttime Layer Ap f.bottom max min max min Relaxation No. [cm 2 ] [cm] [N/mm 2 ] [N/mm 2 ] [kn] [kn] [N/mm 2 ] 1 3 2.8 8.5 999.16 999.16 278.8 278.8-0.84 2 3 2.8 12.3 999.16 999.16 278.8 278.8-0.84 3 3 2.8 16.1 999.16 999.16 278.8 278.8-0.84 4 3 2.8 19.9 999.16 999.16 278.8 278.8-0.84 5 3 2.8 23.7 999.16 999.16 278.8 278.8-0.84 6 3 2.8 27.5 999.16 999.16 278.8 278.8-0.84 7 3 2.8 31.3 999.16 999.16 278.8 278.8-0.84 8 1 0.9 35.1 999.16 999.16 92.9 92.9-0.84 Untensioned reinforcement Layer Number Diameter Area LE [mm] [cm 2 ] [cm] 1 2 16 4.0 3.5 2 2 20 6.3 135.2 3 2 20 6.3 146.7 Cross-section Precast : Layer of cross-section from top to bottom Nr Width Distance Remarks [cm] [cm] 1 60.0 0.0 2 60.0 15.0 3 19.0 23.2 Web begin 4 19.0 150.2 Web end

09.11.2017 Seite: 14 Cross-section Values brutto ideal Ac zu Ic Ai zi Ii [cm 2 ] [cm] [cm 4 ] [cm 2 ] [cm] [cm 4 ] Precast cross-section 3636.9 89.2 8019344 3797.3 88.0 8770273 Internal forces from prestress (mean values, prestressed formwork state) Creep tb Npm (0) te tb Mpm (0) te φfak Prc period [kn] [kn] [knm] [knm] Storage -2044.3-1836.6-1377.19-1288.39 1.26 Utilization -1836.6-1445.6-1288.39-1254.32 1.00 ta=begin, te=end creep period φfak: Increase factor creep modulus (non-linear creep:> 1.0) Prestress steel relaxation Storage Utilization Lay. Δσp,r1 Δσp,r2 No. [N/mm 2 ] [N/mm 2 ] 1-1.06-15.91 2-1.07-15.86 3-1.07-15.82 4-1.08-15.77 5-1.09-15.73 6-1.09-15.69 7-1.10-15.64 8-1.11-15.60 Prestr. steel, losses due to creeping, shrinking and relaxation: Storage Utilization Lay. Δσp,csr1 (0) Δσp,csr2 (0) No. [N/mm 2 ] [N/mm 2 ] 1-67.71-76.72 2-66.83-79.15 3-65.96-81.58 4-65.09-84.01 5-64.22-86.44 6-63.35-88.86 7-62.48-91.29 8-61.61-93.72 Stress in rebars due to creeping,shringing and relaxation: Storage Utilization Lay. Δσs,csr1 (0) Δσs,csr2 (0) No. [N/mm 2 ] [N/mm 2 ] 1-69.76-62.31 2-38.61-149.89 3-35.89-157.54 Bending with Normal Force ULS L. Creep period Cross- Tens- z MEd MRd η section zone [cm] [knm] [knm] (>1.0) 1 tb Storage P top ---- Arm of lev. Hz < 0-918.56 ---- #1 2 te Storage P bottom 123.8 3834.60 1240.12 3.09 3 tb Storage/Erection P top ---- Arm of lev. Hz < 0-451.86 ---- #1 4 te Storage/Erection P bottom 123.8 3834.60 649.14 5.91 5 te Utilization P top 124.9 775.54 MEd < 0 n/a 6 te Utilization P bottom 123.5 3851.97 3278.28 1.17 #1: fck(t)= 0.33 * fck

09.11.2017 Seite: 15 Interim results : Ultimate elongation and internal forces L. εc εs x Ap As Zp Zs Dc Dp Ds [ ] [ ] [cm] [cm 2 ] [cm 2 ] [kn] [kn] [kn] [kn] [kn] 2 3.500 21.900 20.2 20.5 4.0 2963.9 180.5 2731.8 0.0 383.5 4 3.500 21.900 20.2 20.5 4.0 2963.9 180.5 2731.8 0.0 383.5 5 3.500 9.300 40.1 0.0 12.6 0.0 551.6 1748.1-1353.6 164.0 6 3.500 22.700 19.6 20.5 4.0 2968.9 180.7 2661.7 0.0 478.0 Shear Resistance Design value shear force L. Creep period Combination VEd,0 MEd dv [kn] [knm] [kn] due to 1 tb Storage QMax 51.6 1240.10-49.6 Vccd 2 te Storage QMax 51.6 1240.10-49.6 Vccd 3 tb Storage/Erection QMax 52.4 637.90-25.5 Vccd 4 te Storage/Erection QMax 52.4 637.90-25.5 Vccd 5 tb Utilization MMax 129.3 3278.28-131.4 Vccd 6 te Utilization MMax 129.3 3278.28-131.4 Vccd Effective cross-section L. Cross- Tens- bw d z Ac Asl σcp VRdc section zone [cm] [cm] [cm] [cm 2 ] [cm 2 ] [N/mm 2 ] [kn] 1 P bottom 19.0 146.7 123.8 3636.9 24.5 2.21 204.1 2 P bottom 19.0 146.7 123.8 3636.9 24.5 4.54 351.6 3 P bottom 19.0 146.7 123.8 3636.9 24.5 2.21 204.1 4 P bottom 19.0 146.7 123.8 3636.9 24.5 4.54 351.6 5 P bottom 19.0 146.7 123.5 3636.9 24.5 4.54 351.6 6 P bottom 19.0 146.7 123.5 3636.9 24.5 3.58 311.1 Shear design ν1= 0.480 L. VEd VEd,red acw cot Θ asw Note al VRd,max [kn] [kn] [cm 2 /m] [cm] [kn] 1 2.0 2.0 1.250 1.000 1.24 Min 73.3 909.3 #1 2 2.0 2.0 1.136 1.000 2.15 Min 73.3 2138.1 3 26.9 26.9 1.250 1.000 1.24 Min 73.3 909.3 #1 4 26.9 26.9 1.136 1.000 2.15 Min 73.3 2138.1 5 2.1 2.1 1.136 1.000 2.15 Min 73.3 2132.9 6 2.1 2.1 1.107 1.000 2.15 Min 73.3 2078.4 #1: fck(t)= 0.33 * fck Check of crack width limit in SLS perm. crack width: wk < 0.20 mm, Frequent load combination L. Creep period Cross- Tens- rsup max.σs sr,max εsm-εcm wk section zone rinf [N/mm 2 ] [mm] [ ] [mm] 1 tb Storage P top 1.00 CS completely compressed 2 te Storage P bottom 1.00 CS completely compressed 3 tb Storage/Erection P top 1.00 no cracks 4 te Storage/Erection P bottom 1.00 CS completely compressed 5 te Utilization P top 1.00 CS completely compressed 6 te Utilization P bottom 1.00 119.42 191.65 0.358 0.07 Internal forces and elongation State I State II L. Nges Mges max. σ X0I φeff εc X0II [kn] [knm] [N/mm 2 ] [cm] [ ] [cm] 1-2044.3-458.60-2.13 190.9 2-1836.6-369.81-8.55 202.7 3-2044.3-908.68 1.07 139.9 4-1836.6-819.88-13.06 139.7 5-1445.6 792.87-9.43 104.3 6-1445.6 882.74 5.05 100.1 2.32-0.866 86.8 X0I: Pressure zone height in state I X0II: Pressure zone height in state II

09.11.2017 Seite: 16 L. hc,ef Aceff ξ1 Ap As ρp,ef ρtot k1 k2 k3 c k4 [cm] [cm 2 ] [cm 2 ] [cm 2 ] [%] [%] [cm] 6 21.1 401.2 1.15 11.2 4.0 4.712 3.784 1.38 0.50 3.40 2.7 0.425 Internal forces cracking and strains (state II) State I State II L. Nges Mges max. σ X0I φeff εc X0II [kn] [knm] [N/mm 2 ] [cm] [ ] [cm] 6-1445.6 785.56 4.07 104.7 X0I: Pressure zone height in state I X0II: Pressure zone height in state II Minimum reinforcement for crack control: L. Creep period Cross- Tens- rsup σt req. As exist. As section zone rinf [N/mm 2 ] [cm 2 ] [cm 2 ] 1 tb Storage P top 1.00-1.58 < 4.07 not req. 2 te Storage P bottom 1.00-8.55 < 4.07 not req. 3 tb Storage/Erection P top 1.00 1.61 < 4.07 not req. 4 te Storage/Erection P bottom 1.00-13.06 < 4.07 not req. 5 te Utilization P top 1.00-9.19 < 4.07 not req. 6 te Utilization P bottom 1.00 8.97 <= 0 cm2 Web Flange L. D x0iz Ap ξ1 k kc Act As k kc Act As [mm] [cm] [cm 2 ] [cm 2 ] [cm 2 ] [cm 2 ] [cm 2 ] 6 16 45.5 5.6 1.15 0.65 0.28 863.7 4.3 --no flange-- x0iz: tensile zone in state I due to cracking forces Ductility reinforcement in precompressed tensile zone: Stress checks SLS b fctm Zs req. As exist. As [cm 3 ] [N/mm 2 ] [cm] [cm 2 ] [cm 2 ] 19 4.07 146.7 5.9 4.0 Concrete edge stresses in state I due to prestress, creep, shrinkage and relaxation σr Precast L. due to top bottom [N/mm 2 ] [N/mm 2 ] 1 Prestr. release anchorage 4.39-19.20 2 csr storage -0.08 1.44 3 csr utilisation 0.79 1.37 Tab. Compr stresses of concrete MEd σc Precast L. Creep period Cross- + = Max Cc,Pk Qc,Pk section - = Min [N/mm 2 ] [N/mm 2 ] 1 tb Storage P -- -9.98-9.98 #1 2 te Storage P -- -8.55-8.55 3 tb Storage/Erection P -- -14.50* 4 te Storage/Erection P -- -13.06 5 tb Utilization P +- -14.83-10.22 6 te Utilization P +- -13.31-8.95 #1: due to σc > 0.45* fck(t) increased ceep modulus

09.11.2017 Seite: 17 Tab. Steel- and Concrete tension stress MEd σp σs σt L. Creep period Cross- + = Max Cc,Pm Cc,Pk Cc,Pk section - = Min [N/mm 2 ] [N/mm 2 ] [N/mm 2 ] 1 tb Storage P -+- 956.23 < 0 ZII 2 te Storage P -+- 900.32 < 0 ZII 3 tb Storage/Erection P --- 941.93 3.80 1.07 4 te Storage/Erection P -+- 886.02 < 0 0.98 5 tb Utilization P ++- 1083.72 97.37 2.77 6 te Utilization P ++- 1081.53 115.84 ZII Pk= Prestres char. value, Pm= prestress mean value, StII: State II

09.11.2017 Seite: 18 Selected section x = 1.00 m from left support Internal force combinations from external loading LAc: dominant variable action (leading action) ULS-PT : permanent + transient design situation (fundam. combination) SLS-Cc : characteristic combination SLS-Fc : frequent combination SLS-Qc : quasi-permanent combination maximum moment : [knm] ULS-PT SLS-Cc SLS-Fc SLS-Qc Storage 162.93 120.67 120.67 120.67 Storage/Erection -4.35-4.35-4.35-4.35 Utilization 446.42 344.04 289.74 277.27 LAc 10 10 10 - Minimum moment : [knm] ULS-PT SLS-Cc SLS-Fc SLS-Qc Storage 120.65 120.67 120.67 120.67 Storage/Erection -5.87-4.35-4.35-4.35 Utilization 277.25 277.27 277.27 277.27 LAc - - - - maximum shear force:[kn] ULS-PT Storage 158.5 Storage/Erection -10.3 Utilization 432.1 LAc 10 Effective Tendons ( prestressed formwork state for t = t0 (sto)) No. Area Distance Prestress tens.force Shorttime Layer Ap f.bottom max min max min Relaxation No. [cm 2 ] [cm] [N/mm 2 ] [N/mm 2 ] [kn] [kn] [N/mm 2 ] 1 3 2.8 8.5 999.16 913.66 278.8 254.9-0.84 2 3 2.8 12.3 999.16 913.66 278.8 254.9-0.84 3 3 2.8 16.1 999.16 913.66 278.8 254.9-0.84 4 3 2.8 19.9 999.16 913.66 278.8 254.9-0.84 5 3 2.8 23.7 999.16 913.66 278.8 254.9-0.84 6 3 2.8 27.5 999.16 913.66 278.8 254.9-0.84 7 3 2.8 31.3 999.16 913.66 278.8 254.9-0.84 8 1 0.9 35.1 999.16 913.66 92.9 85.0-0.84 Untensioned reinforcement Layer Number Diameter Area LE [mm] [cm 2 ] [cm] 1 2 16 4.0 3.5 2 2 20 6.3 85.7 3 2 20 6.3 97.2 Cross-section Precast : Layer of cross-section from top to bottom Nr Width Distance Remarks [cm] [cm] 1 60.0 0.0 2 60.0 15.0 3 19.0 23.2 Web begin 4 19.0 100.7 Web end

09.11.2017 Seite: 19 Cross-section Values brutto ideal Ac zu Ic Ai zi Ii [cm 2 ] [cm] [cm 4 ] [cm 2 ] [cm] [cm 4 ] Precast cross-section 2696.3 62.2 2560641 2856.7 61.1 2849773 Internal forces from prestress (mean values, prestressed formwork state) Creep tb Npm (0) te tb Mpm (0) te φfak Prc period [kn] [kn] [knm] [knm] Storage -2044.3-1488.4-827.83-606.47 2.28 Utilization -1627.7-1016.2-663.23-481.96 1.00 ta=begin, te=end creep period φfak: Increase factor creep modulus (non-linear creep:> 1.0) Prestress steel relaxation Storage Utilization Lay. Δσp,r1 Δσp,r2 No. [N/mm 2 ] [N/mm 2 ] 1-0.78-8.35 2-0.81-8.66 3-0.83-8.96 4-0.85-9.28 5-0.88-9.61 6-0.90-9.95 7-0.93-10.30 8-0.95-10.65 Prestr. steel, losses due to creeping, shrinking and relaxation: Storage Utilization Lay. Δσp,csr1 (0) Δσp,csr2 (0) No. [N/mm 2 ] [N/mm 2 ] 1-174.80-168.66 2-167.86-165.79 3-160.91-162.93 4-153.97-160.08 5-147.02-157.23 6-140.08-154.40 7-133.13-151.57 8-126.19-148.75 Stress in rebars due to creeping,shringing and relaxation: Storage Utilization Lay. Δσs,csr1 (0) Δσs,csr2 (0) No. [N/mm 2 ] [N/mm 2 ] 1-188.04-170.32 2-33.56-101.39 3-11.94-91.75 Bending with Normal Force ULS L. Creep period Cross- Tens- z MEd MRd η section zone [cm] [knm] [knm] (>1.0) 1 tb Storage P top ---- Arm of lev. Hz < 0-120.65 ---- #1 2 te Storage P bottom 74.4 2208.47 162.93 13.55 3 tb Storage/Erection P top ---- Arm of lev. Hz < 0 5.87 ---- #1 4 te Storage/Erection P bottom 74.4 2208.47 MEd < 0 n/a 5 tb Utilization P top 75.6 504.87 MEd < 0 n/a 6 te Utilization P bottom 74.2 2195.10 446.42 4.92 #1: fck(t)= 0.33 * fck

09.11.2017 Seite: 20 Interim results : Ultimate elongation and internal forces L. εc εs x Ap As Zp Zs Dc Dp Ds [ ] [ ] [cm] [cm 2 ] [cm 2 ] [kn] [kn] [kn] [kn] [kn] 2 3.500 13.900 19.6 20.5 4.0 2823.6 178.0 2656.3 0.0 369.7 4 3.500 13.900 19.6 20.5 4.0 2823.6 178.0 2656.3 0.0 369.7 5 3.500 5.100 39.6 0.0 12.6 0.0 548.5 1723.8-1353.3 164.0 6 3.500 14.700 18.7 20.5 4.0 2822.4 178.0 2553.9 0.0 425.9 Shear Resistance Design value shear force L. Creep period Combination VEd,0 MEd dv [kn] [knm] [kn] due to 1 tb Storage QMax 158.5 162.91-10.8 Vccd 2 te Storage QMax 158.5 162.91-10.8 Vccd 3 tb Storage/Erection QMax -10.3-5.87 0.0 ------- 4 te Storage/Erection QMax -10.3-5.87 0.0 ------- 5 tb Utilization QMax 432.1 446.40-29.8 Vccd 6 te Utilization QMax 432.1 446.40-29.8 Vccd Effective cross-section L. Cross- Tens- bw d z Ac Asl σcp VRdc section zone [cm] [cm] [cm] [cm 2 ] [cm 2 ] [N/mm 2 ] [kn] 1 P bottom 19.0 97.2 74.4 2696.3 24.5 2.21 151.4 2 P bottom 19.0 97.2 74.4 2696.3 24.5 4.97 268.0 3 P top 19.0 91.4 82.3 2696.3 12.6 2.21 127.6 4 P top 19.0 91.4 82.3 2696.3 12.6 4.97 230.7 5 P bottom 19.0 97.2 74.2 2696.3 24.5 5.43 280.9 6 P bottom 19.0 97.2 74.2 2696.3 24.5 3.39 224.3 Shear design ν1= 0.480 L. VEd VEd,red acw cot Θ asw Note al VRd,max [kn] [kn] [cm 2 /m] [cm] [kn] 1 147.7 147.7 0.955 3.692 1.24 Min 137.3 210.5 #1 2 147.7 147.7 1.149 2.125 2.15 Min 79.0 1000.6 3 10.3 10.3 0.955 1.000 1.24 Min 45.7 461.8 #1 4 10.3 10.3 1.149 1.000 2.15 Min 45.7 1437.4 5 402.4 402.4 1.163 2.500 4.99 Var 92.8 904.6 6 402.4 402.4 1.102 2.500 4.99 Var 92.8 857.0 #1: fck(t)= 0.33 * fck Check of crack width limit in SLS perm. crack width: wk < 0.20 mm, Frequent load combination L. Creep period Cross- Tens- rsup max.σs sr,max εsm-εcm wk section zone rinf [N/mm 2 ] [mm] [ ] [mm] 1 tb Storage P top 1.00 no cracks 2 te Storage P bottom 1.00 CS completely compressed 3 tb Storage/Erection P top 1.00 59.04 420.27 0.177 0.07 4 te Storage/Erection P bottom 1.00 CS completely compressed 5 tb Utilization P top 1.00 CS completely compressed 6 te Utilization P bottom 1.00 CS completely compressed Internal forces and elongation State I State II L. Nges Mges max. σ X0I φeff εc X0II [kn] [knm] [N/mm 2 ] [cm] [ ] [cm] 1-2044.3-707.16 2.67 89.9 2-1488.4-485.80-15.62 91.6 3-2044.3-832.18 4.41 85.6 0.00-0.749 69.7 4-1488.4-610.82-18.30 85.4 5-1627.7-385.96-0.33 103.2 6-1016.2-192.22-7.68 113.8 X0I: Pressure zone height in state I X0II: Pressure zone height in state II

09.11.2017 Seite: 21 L. hc,ef Aceff ξ1 Ap As ρp,ef ρtot k1 k2 k3 c k4 [cm] [cm 2 ] [cm 2 ] [cm 2 ] [%] [%] [cm] 3 10.3 619.6 1.29 0.0 6.3 1.014 1.014 0.80 0.50 3.40 2.5 0.425 Internal forces cracking and strains (state II) State I State II L. Nges Mges max. σ X0I φeff εc X0II [kn] [knm] [N/mm 2 ] [cm] [ ] [cm] 1-2044.3-807.84 4.07 86.3 3-2044.3-807.84 4.07 86.3 X0I: Pressure zone height in state I X0II: Pressure zone height in state II Minimum reinforcement for crack control: L. Creep period Cross- Tens- rsup σt req. As exist. As section zone rinf [N/mm 2 ] [cm 2 ] [cm 2 ] 1 tb Storage P top 1.00 4.62 <= 0 cm2 2 te Storage P bottom 1.00-15.62 < 4.07 not req. 3 tb Storage/Erection P top 1.00 6.36 <= 0 cm2 4 te Storage/Erection P bottom 1.00-18.30 < 4.07 not req. 5 tb Utilization P top 1.00 1.81 < 4.07 not req. 6 te Utilization P bottom 1.00-6.51 < 4.07 not req. Web Flange L. D x0iz Ap ξ1 k kc Act As k kc Act As [mm] [cm] [cm 2 ] [cm 2 ] [cm 2 ] [cm 2 ] [cm 2 ] 1 20 14.4 0.0 0.00 0.65 0.00 272.9 -nan(ind) 0.97 0.52 484.8 4.5 3 20 14.4 0.0 0.00 0.65 0.00 272.9 -nan(ind) 0.97 0.52 484.8 4.5 x0iz: tensile zone in state I due to cracking forces Ductility reinforcement in precompressed tensile zone: Stress checks SLS b fctm Zs req. As exist. As [cm 3 ] [N/mm 2 ] [cm] [cm 2 ] [cm 2 ] 19 4.07 97.2 3.9 4.0 Concrete edge stresses in state I due to prestress, creep, shrinkage and relaxation σr Precast L. due to top bottom [N/mm 2 ] [N/mm 2 ] 1 Prestr. release anchorage 4.35-24.90 2 csr storage -0.83 4.99 3 csr utilisation -0.08 4.73 Tab. Compr stresses of concrete MEd σc Precast L. Creep period Cross- + = Max Cc,Pk Qc,Pk section - = Min [N/mm 2 ] [N/mm 2 ] 1 tb Storage P -- -22.31* -22.31 #1 2 te Storage P -- -17.33-17.33 3 tb Storage/Erection P -- -27.71* 4 te Storage/Erection P -- -15.70 5 tb Utilization P -- -13.97-13.97 6 te Utilization P -- -9.24-9.24 #1: due to σc > 0.45* fck(t) increased ceep modulus

09.11.2017 Seite: 22 Tab. Steel- and Concrete tension stress MEd σp σs σt L. Creep period Cross- + = Max Cc,Pm Cc,Pk Cc,Pk section - = Min [N/mm 2 ] [N/mm 2 ] [N/mm 2 ] 1 tb Storage P --- 927.47 9.75 2.67* 2 te Storage P -+- 731.36 < 0 1.84 3 tb Storage/Erection P --- 940.41 59.04 ZII 4 te Storage/Erection P --- 690.99 52.54 ZII 5 tb Utilization P ++- 827.61 < 0 ZII 6 te Utilization P ++- 609.42 < 0 ZII Pk= Prestres char. value, Pm= prestress mean value, StII: State II

09.11.2017 Seite: 23 Selected section x = 3.60 m from left support Internal force combinations from external loading LAc: dominant variable action (leading action) ULS-PT : permanent + transient design situation (fundam. combination) SLS-Cc : characteristic combination SLS-Fc : frequent combination SLS-Qc : quasi-permanent combination maximum moment : [knm] ULS-PT SLS-Cc SLS-Fc SLS-Qc Storage 543.37 402.48 402.48 402.48 Storage/Erection -47.61-47.61-47.61-47.61 Utilization 1471.73 1134.52 956.56 915.69 LAc 10 10 10 - Minimum moment : [knm] ULS-PT SLS-Cc SLS-Fc SLS-Qc Storage 402.45 402.48 402.48 402.48 Storage/Erection -64.27-47.61-47.61-47.61 Utilization 915.67 915.69 915.69 915.69 LAc - - - - maximum shear force:[kn] ULS-PT Storage 133.8 Storage/Erection 134.5 Utilization 356.2 LAc 10 Effective Tendons ( prestressed formwork state for t = t0 (sto)) No. Area Distance Prestress tens.force Shorttime Layer Ap f.bottom max min max min Relaxation No. [cm 2 ] [cm] [N/mm 2 ] [N/mm 2 ] [kn] [kn] [N/mm 2 ] 1 3 2.8 8.5 999.16 999.16 278.8 278.8-0.84 2 3 2.8 12.3 999.16 999.16 278.8 278.8-0.84 3 3 2.8 16.1 999.16 999.16 278.8 278.8-0.84 4 3 2.8 19.9 999.16 999.16 278.8 278.8-0.84 5 3 2.8 23.7 999.16 999.16 278.8 278.8-0.84 6 3 2.8 27.5 999.16 999.16 278.8 278.8-0.84 7 3 2.8 31.3 999.16 999.16 278.8 278.8-0.84 8 1 0.9 35.1 999.16 999.16 92.9 92.9-0.84 Untensioned reinforcement Layer Number Diameter Area LE [mm] [cm 2 ] [cm] 1 2 16 4.0 3.5 2 2 20 6.3 98.6 3 2 20 6.3 110.1 Cross-section Precast : Layer of cross-section from top to bottom Nr Width Distance Remarks [cm] [cm] 1 60.0 0.0 2 60.0 15.0 3 19.0 23.2 Web begin 4 19.0 113.6 Web end

09.11.2017 Seite: 24 Cross-section Values brutto ideal Ac zu Ic Ai zi Ii [cm 2 ] [cm] [cm 4 ] [cm 2 ] [cm] [cm 4 ] Precast cross-section 2940.8 69.3 3618822 3101.3 68.2 4007375 Internal forces from prestress (mean values, prestressed formwork state) Creep tb Npm (0) te tb Mpm (0) te φfak Prc period [kn] [kn] [knm] [knm] Storage -2044.3-1676.6-973.19-825.68 2.23 Utilization -1676.6-1233.0-825.68-744.63 1.00 ta=begin, te=end creep period φfak: Increase factor creep modulus (non-linear creep:> 1.0) Prestress steel relaxation Storage Utilization Lay. Δσp,r1 Δσp,r2 No. [N/mm 2 ] [N/mm 2 ] 1-0.89-11.15 2-0.91-11.29 3-0.92-11.44 4-0.94-11.58 5-0.95-11.73 6-0.97-11.88 7-0.99-12.03 8-1.00-12.18 Prestr. steel, losses due to creeping, shrinking and relaxation: Storage Utilization Lay. Δσp,csr1 (0) Δσp,csr2 (0) No. [N/mm 2 ] [N/mm 2 ] 1-140.31-112.89 2-136.24-113.91 3-132.17-114.94 4-128.11-115.96 5-124.04-116.98 6-119.97-118.01 7-115.91-119.04 8-111.84-120.06 Stress in rebars due to creeping,shringing and relaxation: Storage Utilization Lay. Δσs,csr1 (0) Δσs,csr2 (0) No. [N/mm 2 ] [N/mm 2 ] 1-148.68-105.41 2-44.01-128.69 3-31.35-131.51 Bending with Normal Force ULS L. Creep period Cross- Tens- z MEd MRd η section zone [cm] [knm] [knm] (>1.0) 1 tb Storage P top ---- Arm of lev. Hz < 0-402.45 ---- #1 2 te Storage P bottom 87.4 2614.28 543.37 4.81 3 tb Storage/Erection P top ---- Arm of lev. Hz < 0 64.27 ---- #1 4 te Storage/Erection P bottom 87.4 2614.28 MEd < 0 n/a 5 te Utilization P top 89.6 594.41 MEd < 0 n/a 6 te Utilization P bottom 87.2 2611.08 1471.73 1.77 #1: fck(t)= 0.33 * fck

09.11.2017 Seite: 25 Interim results : Ultimate elongation and internal forces L. εc εs x Ap As Zp Zs Dc Dp Ds [ ] [ ] [cm] [cm 2 ] [cm 2 ] [kn] [kn] [kn] [kn] [kn] 2 3.500 16.300 19.5 20.5 4.0 2869.3 178.8 2645.3 0.0 375.5 4 3.500 16.300 19.5 20.5 4.0 2869.3 178.8 2645.3 0.0 375.5 5 3.500 7.100 36.3 0.0 12.6 0.0 549.7 1583.8-1196.6 164.1 6 3.500 17.100 18.7 20.5 4.0 2871.5 178.9 2555.0 0.0 452.3 Shear Resistance Design value shear force L. Creep period Combination VEd,0 MEd dv [kn] [knm] [kn] due to 1 tb Storage QMax 133.8 543.35-30.8 Vccd 2 te Storage QMax 133.8 543.35-30.8 Vccd 3 tb Storage/Erection QMax 134.5-64.27 0.0 ------- 4 te Storage/Erection QMax 134.5-64.27 0.0 ------- 5 tb Utilization QMax 356.2 1471.72-83.6 Vccd 6 te Utilization QMax 356.2 1471.72-83.6 Vccd Effective cross-section L. Cross- Tens- bw d z Ac Asl σcp VRdc section zone [cm] [cm] [cm] [cm 2 ] [cm 2 ] [N/mm 2 ] [kn] 1 P bottom 19.0 110.1 87.4 2940.8 24.5 2.21 165.4 2 P bottom 19.0 110.1 87.4 2940.8 24.5 5.13 299.9 3 P top 19.0 104.3 93.9 2940.8 12.6 2.21 140.5 4 P top 19.0 104.3 93.9 2940.8 12.6 5.13 260.8 5 P bottom 19.0 110.1 87.2 2940.8 24.5 5.13 299.9 6 P bottom 19.0 110.1 87.2 2940.8 24.5 3.77 257.3 Shear design ν1= 0.480 L. VEd VEd,red acw cot Θ asw Note al VRd,max [kn] [kn] [cm 2 /m] [cm] [kn] 1 103.0 103.0 1.083 2.191 1.24 Min 95.8 420.5 #1 2 103.0 103.0 1.154 1.261 2.15 Min 55.1 1493.1 3 134.5 134.5 1.083 2.664 1.24 Min 125.0 393.3 #1 4 134.5 134.5 1.154 1.533 2.15 Min 72.0 1507.1 5 272.6 272.6 1.154 3.347 2.15 Min 145.9 838.6 6 272.6 272.6 1.113 2.500 2.88 Var 108.9 1017.1 #1: fck(t)= 0.33 * fck Check of crack width limit in SLS perm. crack width: wk < 0.20 mm, Frequent load combination L. Creep period Cross- Tens- rsup max.σs sr,max εsm-εcm wk section zone rinf [N/mm 2 ] [mm] [ ] [mm] 1 tb Storage P top 1.00 CS completely compressed 2 te Storage P bottom 1.00 CS completely compressed 3 tb Storage/Erection P top 1.00 90.77 565.24 0.272 0.15 4 te Storage/Erection P bottom 1.00 CS completely compressed 5 te Utilization P top 1.00 CS completely compressed 6 te Utilization P bottom 1.00 CS completely compressed Internal forces and elongation State I State II L. Nges Mges max. σ X0I φeff εc X0II [kn] [knm] [N/mm 2 ] [cm] [ ] [cm] 1-2044.3-570.72-0.13 114.5 2-1676.6-423.20-12.61 119.4 3-2044.3-1020.80 4.96 94.1 0.00-0.768 69.2 4-1676.6-873.28-20.27 93.0 5-1233.0 171.06-5.91 138.5 6-1233.0 211.93-0.37 120.6 X0I: Pressure zone height in state I X0II: Pressure zone height in state II

09.11.2017 Seite: 26 L. hc,ef Aceff ξ1 Ap As ρp,ef ρtot k1 k2 k3 c k4 [cm] [cm 2 ] [cm 2 ] [cm 2 ] [%] [%] [cm] 3 14.8 887.5 1.29 0.0 6.3 0.708 0.708 0.80 0.50 3.40 2.5 0.425 Internal forces cracking and strains (state II) State I State II L. Nges Mges max. σ X0I φeff εc X0II [kn] [knm] [N/mm 2 ] [cm] [ ] [cm] 3-1676.6-837.17 4.07 94.1 X0I: Pressure zone height in state I X0II: Pressure zone height in state II Minimum reinforcement for crack control: L. Creep period Cross- Tens- rsup σt req. As exist. As section zone rinf [N/mm 2 ] [cm 2 ] [cm 2 ] 1 tb Storage P top 1.00 1.06 < 4.07 not req. 2 te Storage P bottom 1.00-12.61 < 4.07 not req. 3 tb Storage/Erection P top 1.00 4.48 <= 0 cm2 4 te Storage/Erection P bottom 1.00-20.27 < 4.07 not req. 5 te Utilization P top 1.00-5.00 < 4.07 not req. 6 te Utilization P bottom 1.00 2.66 < 4.07 not req. Web Flange L. D x0iz Ap ξ1 k kc Act As k kc Act As [mm] [cm] [cm 2 ] [cm 2 ] [cm 2 ] [cm 2 ] [cm 2 ] 3 20 19.5 0.0 0.00 0.65 0.00 370.3 -nan(ind) 0.97 0.64 657.9 9.2 x0iz: tensile zone in state I due to cracking forces Ductility reinforcement in precompressed tensile zone: Stress checks SLS b fctm Zs req. As exist. As [cm 3 ] [N/mm 2 ] [cm] [cm 2 ] [cm 2 ] 19 4.07 110.1 4.4 4.0 Concrete edge stresses in state I due to prestress, creep, shrinkage and relaxation σr Precast L. due to top bottom [N/mm 2 ] [N/mm 2 ] 1 Prestr. release anchorage 4.43-23.15 2 csr storage -0.48 3.70 3 csr utilisation 0.51 2.81 Tab. Compr stresses of concrete MEd σc Precast L. Creep period Cross- + = Max Cc,Pk Qc,Pk section - = Min [N/mm 2 ] [N/mm 2 ] 1 tb Storage P -- -16.30* -16.30 #1 2 te Storage P -- -12.61-12.61 3 tb Storage/Erection P -- -28.43* 4 te Storage/Erection P -- -18.62 5 tb Utilization P +- -8.90-6.43 6 te Utilization P +- -8.39-5.91 #1: due to σc > 0.45* fck(t) increased ceep modulus

09.11.2017 Seite: 27 Tab. Steel- and Concrete tension stress MEd σp σs σt L. Creep period Cross- + = Max Cc,Pm Cc,Pk Cc,Pk section - = Min [N/mm 2 ] [N/mm 2 ] [N/mm 2 ] 1 tb Storage P -+- 939.58 < 0 ZII 2 te Storage P -+- 840.41 < 0 ZII 3 tb Storage/Erection P --- 939.36 90.77 ZII 4 te Storage/Erection P --- 775.87 94.17 ZII 5 tb Utilization P ++- 872.28 < 0 ZII 6 te Utilization P +++ 763.28 < 0 2.66 Pk= Prestres char. value, Pm= prestress mean value, StII: State II

09.11.2017 Seite: 28 Selected section x = 0.08 m from left support Internal force combinations from external loading LAc: dominant variable action (leading action) ULS-PT : permanent + transient design situation (fundam. combination) SLS-Cc : characteristic combination SLS-Fc : frequent combination SLS-Qc : quasi-permanent combination maximum moment : [knm] ULS-PT SLS-Cc SLS-Fc SLS-Qc Storage 13.29 9.83 9.83 9.83 Storage/Erection -0.17-0.17-0.17-0.17 Utilization 36.70 28.27 23.78 22.75 LAc 10 10 10 - Minimum moment : [knm] ULS-PT SLS-Cc SLS-Fc SLS-Qc Storage 9.80 9.83 9.83 9.83 Storage/Erection -0.23-0.17-0.17-0.17 Utilization 22.73 22.75 22.75 22.75 LAc - - - - maximum shear force:[kn] ULS-PT Storage 166.7 Storage/Erection -2.0 Utilization 458.5 LAc 10 Effective Tendons ( prestressed formwork state for t = t0 (sto)) No. Area Distance Prestress tens.force Shorttime Layer Ap f.bottom max min max min Relaxation No. [cm 2 ] [cm] [N/mm 2 ] [N/mm 2 ] [kn] [kn] [N/mm 2 ] 1 3 2.8 8.5 274.35 182.90 76.5 51.0-0.00 2 3 2.8 12.3 274.35 182.90 76.5 51.0-0.00 3 3 2.8 16.1 274.35 182.90 76.5 51.0-0.00 4 3 2.8 19.9 274.35 182.90 76.5 51.0-0.00 5 3 2.8 23.7 274.35 182.90 76.5 51.0-0.00 6 3 2.8 27.5 274.35 182.90 76.5 51.0-0.00 7 3 2.8 31.3 274.35 182.90 76.5 51.0-0.00 8 1 0.9 35.1 274.35 182.90 25.5 17.0-0.00 Untensioned reinforcement Layer Number Diameter Area LE [mm] [cm 2 ] [cm] 1 2 16 4.0 3.5 2 2 20 6.3 81.1 3 2 20 6.3 92.6 Cross-section Precast : Layer of cross-section from top to bottom Nr Width Distance Remarks [cm] [cm] 1 60.0 0.0 2 60.0 15.0 3 19.0 23.2 Web begin 4 19.0 96.1 Web end

09.11.2017 Seite: 29 Cross-section Values brutto ideal Ac zu Ic Ai zi Ii [cm 2 ] [cm] [cm 4 ] [cm 2 ] [cm] [cm 4 ] Precast cross-section 2609.7 59.6 2239971 2770.2 58.5 2497429 Internal forces from prestress (mean values, prestressed formwork state) Npm (0) Mpm (0) Creep tb te tb te period [kn] [kn] [knm] [knm] Storage -561.3-291.0-213.02-121.04 Utilization -436.6-49.0-181.56-69.53 ta=begin, te=end creep period Prestress steel relaxation Storage Utilization Lay. Δσp,r1 Δσp,r2 No. [N/mm 2 ] [N/mm 2 ] 1-0.01-0.61 2-0.01-0.62 3-0.01-0.63 4-0.01-0.63 5-0.01-0.64 6-0.01-0.65 7-0.01-0.66 8-0.01-0.67 Prestr. steel, losses due to creeping, shrinking and relaxation: Storage Utilization Lay. Δσp,csr1 (0) Δσp,csr2 (0) No. [N/mm 2 ] [N/mm 2 ] 1-41.09-108.72 2-40.20-107.39 3-39.30-106.06 4-38.40-104.73 5-37.50-103.39 6-36.61-102.06 7-35.71-100.73 8-34.81-99.40 Stress in rebars due to creeping,shringing and relaxation: Storage Utilization Lay. Δσs,csr1 (0) Δσs,csr2 (0) No. [N/mm 2 ] [N/mm 2 ] 1-43.35-112.82 2-24.54-84.74 3-21.75-80.58 Bending with Normal Force ULS L. Creep period Cross- Tens- z MEd MRd η section zone [cm] [knm] [knm] (>1.0) 1 tb Storage P top 73.1 446.23 MEd < 0 n/a #1 2 te Storage P bottom 69.0 2035.23 13.29 153.08 3 tb Storage/Erection P top 73.1 446.23 0.23 1916.60 #1 4 te Storage/Erection P bottom 69.0 2035.23 MEd < 0 n/a 5 tb Utilization P top 61.4 541.22 MEd < 0 n/a 6 te Utilization P bottom 69.1 2020.00 36.70 55.04 #1: fck(t)= 0.33 * fck

09.11.2017 Seite: 30 Interim results : Ultimate elongation and internal forces L. εc εs x Ap As Zp Zs Dc Dp Ds [ ] [ ] [cm] [cm 2 ] [cm 2 ] [kn] [kn] [kn] [kn] [kn] 1 3.500 5.900 34.5 0.9 12.6 24.1 549.2 497.9-88.5 171.3 2 3.500 13.500 19.1 20.5 4.0 2771.3 178.1 2600.0 0.0 355.8 3 3.500 5.900 34.5 0.9 12.6 24.1 549.2 497.9-88.5 171.3 4 3.500 13.500 19.1 20.5 4.0 2771.3 178.1 2600.0 0.0 355.8 5 3.500 12.300 20.5 9.3 12.6 438.5 554.6 894.3-76.9 163.7 6 3.500 14.300 18.2 20.5 4.0 2774.0 178.2 2495.0 0.0 399.8 Shear Resistance Design value shear force L. Creep period Combination VEd,0 MEd dv due to [kn] [knm] [kn] 1 tb Storage QMax 166.7 13.27-1.0 Vccd 2 te Storage QMax 166.7 13.27-1.0 Vccd 3 tb Storage/Erection QMax -2.0-0.23 0.0 ------- 4 te Storage/Erection QMax -2.0-0.23 0.0 ------- 5 tb Utilization QMax 458.5 36.68-2.6 Vccd 6 te Utilization QMax 458.5 36.68-2.6 Vccd Effective cross-section L. Cross- Tens- bw d z Ac Asl σcp VRdc section zone [cm] [cm] [cm] [cm 2 ] [cm 2 ] [N/mm 2 ] [kn] 1 P bottom 19.0 92.6 69.0 2609.7 24.5 1.94 139.1 2 P bottom 19.0 92.6 69.0 2609.7 24.5 1.00 153.7 3 P top 19.0 86.9 73.1 2609.7 12.6 1.94 116.2 4 P top 19.0 86.9 73.1 2609.7 12.6 1.00 123.5 5 P bottom 19.0 92.6 69.1 2609.7 24.5 1.51 167.0 6 P bottom 19.0 92.6 69.1 2609.7 24.5 0.17 131.7 Shear design ν1= 0.480 Check VRd,s not requ.,asw und CotΘ from the last contruction phase L. VEd VEd,red acw cot Θ asw Note al VRd,max [kn] [kn] [cm 2 /m] [cm] [kn] 1 165.8 165.8 1.175 3.700 1.24 Var 86.3 240.2 #1 2 165.8 165.8 1.030 2.129 2.15 Var 86.3 832.0 3 2.0 2.0 1.175 1.000 1.24 Min 43.4 504.9 #1 4 2.0 2.0 1.030 1.000 2.15 Min 43.4 1144.7 5 455.9 455.9 1.045 2.500 5.00 Var 86.4 757.6 6 455.9 455.9 1.005 2.500 5.00 Var 86.4 728.5 #1: fck(t)= 0.33 * fck Check of crack width limit in SLS perm. crack width: wk < 0.20 mm, Frequent load combination L. Creep period Cross- Tens- rsup max.σs sr,max εsm-εcm wk section zone rinf [N/mm 2 ] [mm] [ ] [mm] 1 tb Storage P top 1.00 no cracks 2 te Storage P bottom 1.00 CS completely compressed 3 tb Storage/Erection P top 1.00 no cracks 4 te Storage/Erection P bottom 1.00 CS completely compressed 5 tb Utilization P top 1.00 no cracks 6 te Utilization P bottom 1.00 CS completely compressed

09.11.2017 Seite: 31 Internal forces and elongation State I State II L. Nges Mges max. σ X0I φeff εc X0II [kn] [knm] [N/mm 2 ] [cm] [ ] [cm] 1-561.3-203.19 1.03 83.4 2-291.0-111.21-3.66 82.1 3-561.3-213.19 1.18 82.3 4-291.0-121.21-3.89 80.2 5-436.6-158.81 0.81 83.3 6-49.0-45.74-1.25 68.2 X0I: Pressure zone height in state I X0II: Pressure zone height in state II L. hc,ef Aceff ξ1 Ap As ρp,ef ρtot k1 k2 k3 c k4 [cm] [cm 2 ] [cm 2 ] [cm 2 ] [%] [%] [cm] Internal forces cracking and strains (state II) State I State II L. Nges Mges max. σ X0I φeff εc X0II [kn] [knm] [N/mm 2 ] [cm] [ ] [cm] X0I: Pressure zone height in state I X0II: Pressure zone height in state II Minimum reinforcement for crack control: L. Creep period Cross- Tens- rsup σt req. As exist. As section zone rinf [N/mm 2 ] [cm 2 ] [cm 2 ] 1 tb Storage P top 1.00 2.01 < 4.07 not req. 2 te Storage P bottom 1.00-3.66 < 4.07 not req. 3 tb Storage/Erection P top 1.00 2.16 < 4.07 not req. 4 te Storage/Erection P bottom 1.00-3.89 < 4.07 not req. 5 tb Utilization P top 1.00 2.21 < 4.07 not req. 6 te Utilization P bottom 1.00-1.14 < 4.07 not req. Web Flange L. D x0iz Ap ξ1 k kc Act As k kc Act As [mm] [cm] [cm 2 ] [cm 2 ] [cm 2 ] [cm 2 ] [cm 2 ] x0iz: tensile zone in state I due to cracking forces Ductility reinforcement in precompressed tensile zone: Stress checks SLS b fctm Zs req. As exist. As [cm 3 ] [N/mm 2 ] [cm] [cm 2 ] [cm 2 ] 19 4.07 92.6 3.7 4.0 Concrete edge stresses in state I due to prestress, creep, shrinkage and relaxation σr Precast L. due to top bottom [N/mm 2 ] [N/mm 2 ] 1 Prestr. release anchorage 1.18-7.02 2 csr storage -0.02 1.19 3 csr utilisation 0.15 3.12 Tab. Compr stresses of concrete MEd σc Precast L. Creep period Cross- + = Max Cc,Pk Qc,Pk section - = Min [N/mm 2 ] [N/mm 2 ] 1 tb Storage P -- -6.79-6.79 2 te Storage P -- -5.60-5.60 3 tb Storage/Erection P -- -7.02 4 te Storage/Erection P -- -5.84 5 tb Utilization P -- -5.30-5.30 6 te Utilization P -- -2.18-2.18