“RAUDBETOONKONSTRUKTSIOONID. PROJEKT” (7)

Tallinna Tehnikaülikool Ehitiste projekteerimise instituut
Kursuseprojekt aines " RAUDBETOONKONSTRUKTSIOONID . PROJEKT"
Üliõpilane: S. Avdejev Matr . nr.: 000342 Juhendaja : J. Pello Esitatud: Arvestatud:
Tallinn 2004 sisukord
1. LÄHTEÜLESANNE.................................................................................. 2 2. PLAADI ARVUTUS.................................................................................. 3 2.1. Koormused plaadile .........................................................................3 2.2. Plaadi sisejõud................................................................................ 3 2.3. Armatuuri dimensioneerimine ............................................................ 4 2.4. Plaadi põikjõukindlus........................................................................ 7 3. ABITALA ARVUTUS ELASTSE SKEEMI JÄRGI.............................................. 8 3.1. Koormus abitalale............................................................................ 8 3.2. Abitala sisejõud............................................................................... 8 3.3. Pikiarmatuuri tegeliku tõmbejõu Fs epüür.........................................11 3.4. Armatuuri dimensioneerimine.......................................................... 12 3.5. Pikiarmatuuri ankurdus................................................................... 17 4. PEATALA ARVUTUS ELASTSE SKEEMI JÄRGI............................................ 20 4.1. Koormus peatalale......................................................................... 20 4.2. Peatala sisejõud............................................................................. 20 4.3. Pikiarmatuuri tegeliku tõmbejõu Fs epüür.........................................24 4.4. Armatuuri dimensioneerimine.......................................................... 24 4.5. Pikiarmatuuri ankurdus................................................................... 35 5. POSTI ARVUTUS.................................................................................. 38 5.1. Koormus postile ............................................................................. 38 5.2. Posti sisejõud................................................................................ 39 5.3. Armatuuri dimensioneerimine.......................................................... 39 5.4. Pikiarmatuuri ankurdus................................................................... 43 6. VUNDAMENDI ARVUTUS....................................................................... 44 6.1. Koormus vundamendileile............................................................... 44 6.2. Vundamendi mõõtude määramine.................................................... 44 6.3. Aramtuuri dimensioneerimine.......................................................... 47 LISA. JOONISED.................................................................................... 50
1 1. LÄHTEÜLESANNE
2 2. PLAADI ARVUTUS
2.1. Koormused plaadile Valin h1=100 mm plaadi paksuseks ja betoonipõrand paksusega h2=30 mm. Plaat arvutatakse talana laiusega b=1 m. Normkoormused: - kasuskoormus qk = 8.0 1 = 8.0kN / m - omakaal - betoonipõranda omakaal gk1 = 0.03 24 1 = 0.72kN / m - raudbetoonvahelaeplaadi omakaal gk 2 = 0.1 25 1 = 2.5kN / m Arvutuskoormused: - kasuskoormus qd = q qk = 1.5 8.0 = 12.0kN / m - omakaal - betoonipõranda omakaal gd1 = g gk1 = 1.35 0.72 = 0.97kN / m
- raudbetoonvahelaeplaadi omakaal gd2 = g gk 2 = 1.35 2.5 = 3.38kN / m
- koormus kokku p d = qd + gd1 + gd2 = 12.0 + 0.97 + 3.38 = 16.4kN / m
2.2. Plaadi sisejõud Skeem:
Arvutuslikud avad:
3 b t 200 120 leff1 = leffn = l - + = 2167 - + = 2127mm 2 3 2 3 b 200 leff 2 = leff 3 = ... = leff (n-1) = l - 2 = 2167 - 2 = 1927mm 2 2 Plaadi arvutusskeem:
Paindemoment : - Esimene ja viimane ava p l2 16.4 2.127 2 MSd1 = MSdn = d eff 1 = = 6.75kNm 11 11 - Esimene ja viimane tugi p l2 16.4 2.127 2 MSdB = MSdN = - d eff1 = - = -5.30kNm 14 14 - Ülejaanud avad ja toed p d l2eff 2 16.4 1.927 2 MSd2 = MSd3 = ... = MSd(n-1) = = = 3.81kNm 16 16 p d l2eff 2 16.4 1.927 2 MSdC = MSdD = ... = MSd(N-1) =- =- = -3.81kNm 16 16 Põikjõud: VSd max = 0.6 p d leff1 = 0.6 16.4 2.127 = 20.9kN
2.3. Armatuuri dimensioneerimine Betoon C20/25 fck = 20MPa
20 fcd = = 13.3MPa 1.5 Rd = 0.26MPa Sarrus A-I fyk = 235MPa
235 fyd = = 205MPa 1.15 Keskkond 2a c = 20mm 10 Arvutuslik kõrgus d1 = h1 - c - = 100 - 20 - 5 = 75mm 2
Esimene ja viimane ava: - Pikisuunas
4 MSd = 6.75kNm MSd 6.75 10 6 µ= = = 0.1061 fcd 1000 d12 0.85 13.3 1000 752
= 1 - 1 - 2 µ = 1 - 1 - 2 0.1061 = 0.1124
fcd 1000 d1 0.1124 0.85 13.3 1000 75 A S1 = = = 280mm2 fyd 205 Valin 10 6 A S1 = 283mm2
1000 s= = 100mm 10 s max = 1.5 h1 = 1.5 100 = 150mm
s = 100mm Võtan 6 s. 100 - Jaotusarmatuur
A S3 = A S1 20% = 280 20% = 56mm2
s max = 2.5 h1 = 2.5 100 = 250mm
4 A S3 s max 4 56 250 min = = = 4.22mm 1000 1000 Võtan 4 s. 220
2 1000 42 1000 A S3 = = = 57mm2 4s 4 220 Esimene ja viimane tugi: - Pikisuunas MSd = 5.30kNm MSd 5.30 10 6 µ= = = 0.0833 fcd 1000 d12 0.85 13.3 1000 752
= 1 - 1 - 2 µ = 1 - 1 - 2 0.0833 = 0.0871
fcd 1000 d1 0.0871 0.85 13.3 1000 75 A S1 = = = 217mm2 fyd 205 Valin 8 6 A S1 = 226mm2
1000 s= = 125mm 8 s max = 1.5 h1 = 1.5 90 = 135mm
s = 125mm 5 A S1 226 1 = = = 0.0030 1000 d1 1000 75
Võtan 6 s.125 - Jaotusarmatuur
A S3 = A S1 20% = 217 20% = 43mm2
s max = 2.5 h1 = 2.5 100 = 250mm
4 A S3 s max 4 43 250 min = = = 3. 70mm 1000 1000 Võtan 4 s. 250
Ülejaanud avad ja toed: - Pikisuunas MSd = 3.81kNm
MSd 3.81 10 6 µ= = = 0.0599 fcd 1000 d12 0.85 13.3 1000 752
= 1 - 1 - 2 µ = 1 - 1 - 2 0.0599 = 0.0618
fcd 1000 d1 0.0618 0.85 13.3 1000 75 A S1 = = = 154mm2 fyd 205 Valin 6 6 A S1 = 170mm2
1000 s= = 167mm 6 s max = 1.5 h1 = 1.5 100 = 150mm
s = 167mm > s max = 150mm
A S1 226 1 = = = 0.0023 1000 d1 1000 75
Võtan 6 s.150 - Jaotusarmatuur
A S3 = A S1 20% = 154 20% = 31mm2
s max = 2.5 h1 = 2.5 100 = 250mm
4 A S3 s max 4 31 250 min = = = 3. 14mm 1000 1000 Võtan 4 s. 250
6 2.4. Plaadi põikjõukindlus VSd max = 20.9kN
Armeerimiseks võtsin 6 s.100
A S1 62 1 = = = 0.0038 s d1 4 100 75
k = 1.6 - d1 = 1.6 - 0.075 = 1.525 VRd1 = [ Rd k (1.2 + 40 1 ) ] 1000 d1 = = [0.26 1.525 (1.2 + 40 0.0038 ) ] 1000 75 = 40.2 10 3 N
VSd max = 20.9kN 7 3. ABITALA ARVUTUS ELASTSE SKEEMI JÄRGI
3.1. Koormus abitalale Valin h=450 mm abitala kõrguseks ja bw=200mm - laiuseks. Normkoormused: - kasuskoormus qk = 8.0 2.167 = 17.3kN / m - omakaal - betoonipõranda omakaal gk1 = 0.03 24 2.167 = 1.56kN / m - raudbetoonvahelaeplaadi omakaal gk 2 = 0.1 25 2.167 = 5.42kN / m - plaadist väljaulatuva abitalaosa omakaal gk 3 = 0.35 0.2 25 = 1.75kN / m
Arvutuskoormused: - kasuskoormus qd = q qk = 1.5 17.3 = 26.0kN / m
- omakaal - betoonipõranda omakaal gd1 = g gk1 = 1.35 1.56 = 2.11kN / m
- raudbetoon vahelaeplaadi omakaal gd2 = g gk 2 = 1.35 5.42 = 7.31kN / m
- plaadist väljaulatuva abitalaosa omakaal gd3 = g gk 3 = 1.35 1.75 = 2.36kN / m
- kokku gd = gd1 + gd2 + gd3 = 2.11 + 7.31 + 2.36 = 11.8kN / m
- koormus kokku p d = qd + gd = 26.0 + 11.8 = 37.8kN / m
3.2. Abitala sisejõud Skeem:
Arvutuslikud avad:
8 t 250 l eff1 = l eff 3 = l += 5000 + = 5130mm 2 2 l eff 2 = l = 5000mm
Sisejõudud: - Paindemomendi arvutamine
MSd = ( gd ± q d ) l2eff Tabel 2.1
leff, m x, m x/l + - Mmax, KNm Mmin, KNm 5.130 0,000 0 0 0 0 0.00 0.00 5.130 0,513 0.1 0.0350 0.040 0.005 38.24 7.45 5.130 1,026 0.2 0.0600 0.070 0.010 66.53 11.79 5.130 1,539 0.3 0.0750 0.090 0.015 84.87 13.03 5.130 2,052 0.4 0.0800 0.100 0.020 93.27 11.16 5.130 2,565 0.5 0.0750 0.100 0.025 91.71 6.18 5.130 3,078 0.6 0.0600 0.090 0.030 80.21 -1.89 5.130 3,591 0.7 0.0350 0.070 0.035 58.77 -13.08 5.130 4,104 0.8 0.0000 0.040 0.040 27.51 -27.51 5.130 4,361 0.85 -0.0212 0.028 0.049 12.37 -40.11 5.130 4,617 0.9 -0.0450 0.020 0.065 -0.02 -58.72 5.130 4,874 0.95 -0.0712 0.017 0.088 -10.41 -82.53 5.130 5,130 1 -0.1000 0.017 0.117 -19.63 -110.90
Esimene ja viimane ava max 93.27 min -110.90 5.000 5,130 1 -0.1000 0.017 0.117 -18.65 -105.36 5.000 5,380 1.05 -0.0762 0.014 0.090 -13.31 -81.17 5.000 5,630 1.1 -0.0550 0.015 0.070 -6.41 -61.79 5.000 5,880 1.15 -0.0362 0.021 0.057 2.65 -47.60 5.000 6,130 1.2 -0. 0200 0.030 0.050 13.60 -38.40 5.000 6,510 1.276 0.0000 0.050 0.050 32.50 -32.50 5.000 6,630 1.3 0. 0050 0.055 0.050 37.23 -31.03 5.000 7,130 1.4 0.0200 0.070 0.050 51.40 -26.60 5.000 7,630 1.5 0.0250 0.075 0.050 56.13 -25.13
Teine ava max 56.13 min -105.36
- Põikjõudu arvutamine VSd = ( gd ± q d ) l eff
9 Tabel 2.2
leff, m x, m x/l + - Vmax , kN Vmin, kN 5.130 0.000 0 0.4 0. 4500 0.0500 84.23 17.54 5.130 0.513 0.1 0.3 0.3560 0.0563 65.64 10.65 5.130 1.026 0.2 0.2 0.2752 0.0752 48.81 2.08 5.130 1.539 0.3 0.1 0.2065 0.1065 33.60 -8.15 5.130 2.052 0.4 0.0 0.1496 0.1496 19.95 -19.95 5.130 2.565 0.5 -0.1 0.1042 0.2042 7.84 -33.29 5.130 3.078 0.6 -0.2 0.0694 0.2694 -2.85 -48.04 5.130 3.591 0.7 -0.3 0.0443 0.3443 -12.25 -64.08 5.130 4.104 0.8 -0.4 0.0280 0.4280 -20.48 -81.30 5.130 4.617 0.9 -0.5 0.0193 0.5191 -27.69 -99.50 5.130 5.130 1 -0.6 0.0167 0.6167 -34.09 -118.58 Esimene ja viimane ava max 84.23 min -118.58 5.000 5.130 1 0.5 0.5833 0.0833 105.33 18.67 5.000 5.630 1.1 0.4 0.4870 0.0870 86.91 12.29 5.000 6.130 1.2 0.3 0.3991 0.0991 69.58 4.82 5.000 6.630 1.3 0.2 0.3210 0.1210 53.53 -3.93 5.000 7.130 1.4 0.1 0.2537 0.1537 38.88 -14.08 5.000 7.630 1.5 0.0 0.1979 0.1979 25.73 -25.73 Teine ava max 105.33 min -25.73
10 - Mõjuv sisejõud - Esimene ja viimane toed - Põikjõud VSdA = VSdD = 84.2kN
- Esimene ja viimane ava - Paindemoment MSd1 = MSd3 = 93.3kNm
- Vahetugi - Põikjõud vasak VSdB parem = VSdC = 118.6kN parem vasak VSdB = VSdC = ±105.3kN
- Toereaktsioon vasak FSdB = FSdC = VSdB parem - VSdB = 118.6 - ( - 105.3) = 223.9kN
- Paindemoment FSd,sup b sup 223.9 0.25 M = = = 7.0kNm 8 8 MSdB = MSdC = MSd - M = 110.9 - 7.0 = 103.9kNm
- Keskmine ava - Paindemoment MSd2 = 56.3kNm
3.3. Pikiarmatuuri tegeliku tõmbejõu Fs epüür Arvutuslikud kõrgused: 20 20 d1 = h - c - 10 - = 450 - 20 - 10 - = 410mm 2 2 20 20 d2 = c + 10 + = 20 + 10 + = 40mm 2 2 z = 0.9 d1 = 0.9 410 = 369mm = 90° cot = 0 z (1 - cot ) 369 (1 - 0) a1 = = = 185mm 2 2
11 3.4. Armatuuri dimensioneerimine
Betoon C20/25 fck = 20MPa
20 fcd = = 13.3MPa 1.5 fbd = 2.3MPa
Rd = 0.26MPa
Pikiarmatuur A-III fyk = 390MPa
390 f yd = = 340MPa 1.15 Põikarmatuur A-I fywk = 235MPa
235 fywd = = 204MPa 1.5 Keskkond 2a c = 20mm
Esimene ja viimane ava: - Arvutuslik laius b w = 200mm l0 = 0.85 l eff = 0.85 5130 = 4361mm 1 1 b eff = b w + l0 = 200 + 4361 = 1072mm armeerimine MSd = 93.3kNm
Mf = fcd b eff h f ( d1 - 0.5 h f ) = = 0.85 13.3 1072 100 ( 410 - 0.5 100) = 436 10 6 Nmm
M f = 436kNm > MSd = 93.3kNm Järelikult ristlõigenuljoon vahelaeplaadi tsoonis MSd 93.3 10 6 µ= = = 0.0458 fcd b eff d12 0.85 13.3 1072 410 2
µ = 0.0458 = 1 - 1 - 2 µ = 1 - 1 - 2 0.0458 = 0.0469
12 fcd b eff d1 0.0469 0.85 13.3 1072 410 A S1 = = = 685mm2 fyd 340
Valin 3 14 + 2 12 A S1 = 462 + 226 = 688mm2
A S1 688 1 = = = 0.0084 b w d1 200 410
- Kandevõime 2 - 3 14 + 2 12 A S1 = 462 + 226 = 688mm A S1 fyd 688 340 = = = 0.0471 fcd b eff d1 0.85 13.3 1072 410 0.0471 µ = 1 - = 0.0471 1 - = 0.0460 2 2 µ = 0.0460 MRd = µ fcd b eff d1 = = 0.0460 0.85 13.3 1072 410 10 -6 = 93.7kNm - 3 14 A S1 = 462mm2 A S1 fyd 462 340 = = = 0.0316 fcd b eff d1 0.85 13.3 1072 410 0.0316 µ = 1 - = 0.0316 1 - = 0.0311 2 2 µ = 0.0311 MRd = µ fcd b eff d1 = = 0.031 0.85 13.3 1072 410 10 -6 = 63.4kNm - 2 14 A S1 = 308mm2 A S1 fyd 308 340 = = = 0. 0211 fcd b eff d1 0.85 13.3 1072 410 0.0211 µ = 1 - = 0.0211 1 - = 0.0209 2 2 µ = 0.0209 MRd = µ fcd b eff d1 = = 0.0209 0.85 13.3 1072 410 10 -6 = 42.6kNm Keskmine ava: - Arvutuslik laius b w = 200mm l0 = 0.85 l eff = 0.85 5000 = 4250mm 1 1 b eff = b w + l0 = 200 + 4250 = 1050mm 13 MSd = 56.1kNm
Mf = fcd b eff hf ( d1 - 0.5 hf ) = = 0.85 13.3 1050 100 ( 410 - 0.5 100) = 427 10 6 Nmm
Mf = 427kNm > MSd = 56.1kNm Järelikult ristlõigenuljoon vahelaeplaadi tsoonis MSd 56.1 10 6 µ= = = 0.0281 fcd b eff d12 0.85 13.3 1050 410 2 µ = 0.0281 = 1 - 1 - 2 µ = 1 - 1 - 2 0.0281 = 0.0285
fcd b eff d1 0.0285 0.85 13.3 1050 410 A S1 = = = 408mm2 fyd 340
Valin 3 14 A S1 = 462mm2 A S1 462 1 = = = 0.0056 b w d1 200 410
- Kandevõime
- 3 14 A S1 = 462mm2 A S1 fyd 462 340 = = = 0.0316 fcd b eff d1 0.85 13.3 1072 410 0.0316 µ = 1 - = 0.0316 1 - = 0.0311 2 2 µ = 0.0311 MRd = µ fcd b eff d1 = = 0.031 0.85 13.3 1072 410 10 -6 = 63.4kNm - 2 14 A S1 = 308mm2 A S1 fyd 308 340 = = = 0.0211 fcd b eff d1 0.85 13.3 1072 410 0.0211 µ = 1 - = 0.0211 1 - = 0.0209 2 2 µ = 0.0209 MRd = µ fcd b eff d1 = = 0.0209 0.85 13.3 1072 410 10 -6 = 42.6kNm Vahetugi: - Arvutuslik laius b w = 200mm - Pikisuunas armeerimine MSd = 103.9kNm
14 MSd 103.9 10 6 µ= = = 0.2734 fcd b w d12 0.85 13.3 200 4102
µ = 0.2734 = 1 - 1 - 2 µ = 1 - 1 - 2 0.2734 = 0.3268
fcd b w d1 0.3268 0.85 13.3 200 410 A S1 = = = 891mm2 fyd 340 2 Valin 2 12 + 2 18 + 1 14 A S1 = 226 + 509 + 154 = 889mm A S1 889 1 = = = 0.0108 b w d1 200 410
- Kandevõime - 2 12 + 2 18 + 1 14 A S1 = 226 + 509 + 154 = 889mm2 A S1 fyd 889 340 = = = 0.3261 fcd b w d1 0.85 13.3 200 410 0.3261 µ = 1 - = 0.3261 1 - = 0.2729 2 2 µ = 0.2729 MRd = µ fcd b w d1 = = 0.2729 0.85 13.3 200 410 10 -6 = 103.7kNm MRd - MSd 103.7 - 103.9 e= 100% = 100% MSd 103.9 = 0.19% 0 2 - 2 12 + 2 18 A S1 = 226 + 509 = 735mm A S1 fyd 735 340 = = = 0.2696 fcd b w d1 0.85 13.3 200 410 0.2696 µ = 1 - = 0.2696 1 - = 0.2333 2 2 µ = 0.2333 MRd = µ fcd b w d1 = = 0.2333 0.85 13.3 200 410 10 -6 = 88.7kNm - 2 12 A S1 = 226mm2 A S1 fyd 226 340 = = = 0.0829 fcd b w d1 0.85 13.3 200 410 0.0829 µ = 1 - = 0.0829 1 - = 0.0795 2 2 µ = 0.0795 MRd = µ fcd b w d1 = = 0.0795 0.85 13.3 200 410 10 -6 = 30.2kNm
15 - Põiksuunas armeerimine VSd = 118.6kNm
VSd,d1 = VSd - d1 p d = 118.6 - 0.41 37.8 = 103.1kN fck 20 = 0.7 - = 0.7 - = 0.6 200 200 = 90° cot = 0 VRd2 = 0.45 fcd b w d1 (1 + cot ) = = 0.45 0.6 13.3 200 410 (1 + 0) = 295 10 3 N > VSd,d1 = 103.1kN k = 1.6 - d1 = 1.6 - 0.41 = 1.19
1 = 0.0108 VRd1 = 41.4kN rangid panna! Vwd = VSd,d1 - VRd1 = 103.1 - 41.4 = 61.7kN
A sw Vwd 61.7 10 3 = = = 0.82mm2 / mm s 0.9 d1 fywd 0.9 410 204
Valin 2 10 A sw = 157mm2 1 295 2 2 295 VRd2 = = 58.9kN Võtan s=190mm A sw 157 w = = = 0.0041 > w,min = 0.0016 s b w sin 190 200 sin 90°
VSd,x / l=0.7 = 64.1kN
VRd2 = 295 10 3 N > VSd,x / l=0.7 = 64.1kN
k = 1.6 - d1 = 1.6 - 0.41 = 1.19
1 = 0.0084 16 A sw Vwd 25.1 103 = = = 0.33mm2 / mm s 0.9 d1 fywd 0.9 410 204
Valin 2 6 A sw = 57mm2 1 2 VRd2 = 58.9kN Võtan s=170mm A sw 57 w = = = 0.0017 > w,min = 0.0016 s b w sin 170 200 sin 90°
3.5. Pikiarmatuuri ankurdus - Varda baasankurdus
fyd lb = 4 fbd 12 340 lb,12 = = 443mm 4 2.3 14 340 lb,14 = = 517mm 4 2.3 18 340 lb,18 = = 665mm 4 2.3 - Varda nõutav ankurduspikkus a lb A s,req lb,net = lb,min A s,prov lb,min = 0.3 lb 10
Esimene ja viimane ava: a = 1
A s,req = 462mm2
A s,prov = 688mm2 1 443 462 lb,net,12 = = 297mm 688 lb,min,12 = 0.3 443 = 133mm 10 12 = 120mm
Võtan lb,net = 297mm
a = 1
A s,req = 308mm2
A s,prov = 462mm2
17 1 517 308 lb,net,14 = = 345mm 462 lb,min,14 = 0.3 517 = 155mm 10 14 = 140mm
Võtan lb,net = 345mm
Keskmine ava: a = 1
A s,req = 308mm2
A s,prov = 462mm2 1 517 308 lb,net,14 = = 345mm 462 lb,min,14 = 0.3 517 = 155mm 10 14 = 140mm
Võtan lb,net = 345mm
Vahetugi: a = 1
A s,req = 735mm2
A s,prov = 889mm2 1 517 735 lb,net,14 = = 427mm 889 lb,min,14 = 0.3 517 = 155mm 10 14 = 140mm
Võtan lb,net = 427mm
a = 1
A s,req = 236mm2
A s,req = 735mm2 1 665 236 lb,net,18 = = 213mm 735 lb,min,18 = 0.3 665 = 200mm 10 18 = 180mm
Võtan lb,net = 213mm
- Armatuuri ankurdus äärmisel toel a1 = 185mm
VSd = 84.2kN V a 84.2 185 Fs = Sd 1 = = 38.0kN d1 410 Fs 38.0 10 3 A s,req = = = 112mm2 fyd 340 a = 1
18 A s,req = 462mm2 0.7 517 112 lb,net,14 = = 86mm 462 lb,min,14 = 0.3 517 = 155mm 10 14 = 140mm
Võtan lb,net = 155mm
19 4. PEATALA ARVUTUS ELASTSE SKEEMI JÄRGI
4.1. Koormus peatalale Valin h=650 mm peatala kõrguseks ja bw=250mm - laiuseks. Normkoormused: - kasuskoormus Qk = 8 2.167 5.0 = 86.7kN - omakaal - betoonipõranda omakaal Gk1 = 0.03 24 2.167 5.0 = 7.80kN - raudbetoonvahelaeplaadi omakaal Gk 2 = 0.1 25 2.167 5.0 = 27.1kN - plaadist väljaulatuva abitalaosa omakaal Gk 3 = 0.35 0.2 25 5.0 = 8.75kN
- plaadist väljaulatuva peatalaosa omakaal Gk 4 = 0.55 0.25 25 2.167 = 7.45kN - omakaal kokku Gk = Gk1 + Gk 2 + G k 3 + G k 4 = = 7.80 + 27.1 + 8.75 + 7.45 = 51.1kN Arvutuskoormused: - kasuskoormus Q d = q Qk = 1.5 86.7 = 130.1kN
- omakaal Gd = g Gk = 1.35 51.1 = 69.0kN
- abitala toereaktsioon FSdB = 223 .9kN
4.2. Peatala sisejõud Skeem:
Arvutuslikud avad: t 380 leff1 = leff 4 = l + = 6500 + = 6690mm 2 2 leff 2 = leff 3 = l = 6500mm
20 Sisejõudud: - Paindemomendi arvutamine MSd = ( G d ± Q d ) leff Tabel 3.1
leff, m x, m x/l + - Mmax, kNm Mmin, kNm 6.690 0.000 0.000 0.0000 0.0000 0.0000 0.00 0.00 6.690 2.228 0.333 0.2381 0. 2857 0.0476 358.57 68.48 6.690 4.462 0.667 0.1423 0.2387 0.0952 273.44 -17.17 6.690 5.673 0.848 -0.0907 0.0303 0. 1211 -15.50 -147.27 6.690 6.690 1.000 -0.2857 0.0357 0.3214 -100.81 -411.62
Esimene ja neljas avad max 358.57 min -411.62 6.500 6.690 1.000 -0.2857 0.0357 0.3214 -97.95 -399.93 6.500 7.555 1.133 -0. 1400 0.0127 0.1528 -52.05 -192.01 6.500 7.990 1.200 -0.0667 0.0667 0.1333 26.49 -142.64 6.500 8.855 1.333 -0.0794 0.2063 0.1270 138.85 -143.01 6.500 11.026 1.667 0. 1111 0.2222 0.1111 237.73 -44.12 6.500 11.825 1.790 0.0000 0.1053 0.1053 89.05 -89.05 6.500 12.267 1.858 -0.0623 0.0547 0.1170 18.32 -126.88 6.500 13.190 2.000 -0.1905 0.0952 0.2857 -4.93 -327.04
Teine ja kolmas avad max 237.73 min -399.93
21 - Põikjõudu arvutamine VSd = G d ± Q d Tabel 3.2
leff, m x, m x/l + - Vmax, kN Vmin, kN 6.690 0.000 0.000 0.7143 0.8571 0. 1428 160.80 30.71 6.690 2.228 0.333 0.7143 0.8571 0.1428 160.80 30.71 6.690 2.228 0.333 -0.2857 0.2698 0. 5555 15.39 -91.98 6.690 4.462 0.667 -0.2857 0.2698 0.5555 15.39 -91.98 6.690 4.462 0.667 -1.2857 0.0357 1.3214 -84.07 -260.63 6.690 5.673 0.848 -1.2857 0.0357 1.3214 -84.07 -260.63 6.690 6.690 1.000 -1.2857 0.0357 1.3214 -84.07 -260.63 Esimene ja neljas avad max 160.80 min -260.63 6.500 6.690 1.000 1.0953 1.2738 0. 1785 241.30 52.35 6.500 7.555 1.133 1.0953 1.2738 0.1785 241.30 52.35 6.500 7.990 1.200 1.0953 1.2738 0.1785 241.30 52.35 6.500 8.855 1.333 1.0953 1.2738 0.1785 241.30 52.35 6.500 8.855 1.333 0.0953 0.5874 0.4921 83.00 -57.45 6.500 11.026 1.667 0.0953 0.5874 0.4921 83.00 -57.45 6.500 11.026 1.667 -0.9047 0.2858 1.1905 -25.24 -217.31 6.500 11.825 1.790 -0.9047 0.2858 1.1905 -25.24 -217.31 6.500 12.267 1.858 -0.9047 0.2858 1.1905 -25.24 -217.31 6.500 13.190 2.000 -0.9047 0.2858 1.1905 -25.24 -217.31 Teine ja kolmas avad max 241.30 min -217.31
22 - Mõjuv sisejõud - Esimene ja viimane toed - Põikjõud VSd11 = VSd44 = 161kN
- Esimene ja viimane avad - Paindemoment MSd1 = MSd4 = 359kNm
- Põikjõud VSd12 = VSd43 = 92kN
VSd13 = VSd42 = 261kN
- Vahetoed B ja D - Põikjõud VSd14 = VSd41 = 261kN
VSd21 = VSd34 = ±241kN
- Toereaktsioon FSdB = FSdD = VSd21 - VSd14 = 241 - ( - 261) = 502kN
- Paindemoment FSd,sup b sup 502 0.25 M = = = 15.7kNm 8 8 MSdB = MSdD = MSd - M = 412 - 15.7 = 396kNm
- Keskmised avad - Paindemoment MSd2 = MSd3 = 238kNm
- Põikjõud VSd22 = VSd33 = 241kN
VSd23 = VSd33 = 83kN
- Vahetugi C - Põikjõud VSd24 = VSd31 = 217kN
- Toereaktsioon FSdC = VSd24 - VSd31 = 217 - ( - 217) = 434kN
- Paindemoment FSd,sup b sup 434 0.25 M = = = 13.6kNm 8 8 MSdC = MSd - M = 327 - 13.6 = 313kNm
23 4.3. Pikiarmatuuri tegeliku tõmbejõu Fs epüür Arvutuslikud kõrgused: - ava kohal (alumisele armatuurile) 28 28 d1 = h - c - 10 - = 650 - 20 - 10 - = 606mm 2 2 28 28 d2 = c + 10 + = 20 + 10 + = 44mm 2 2 z = 0.9 d1 = 0.9 606 = 545mm = 90° cot = 0 z (1 - cot ) 545 (1 - 0 ) a1 = = = 273mm 2 2 - toe kohal (ülemisele armatuurile) 28 28 d1 = h - c - 10 - 6 - 6 - = 650 - 20 - 10 - 6 - 6 - = 594mm 2 2 28 28 d2 = c + 10 + 6 + 6 + = 20 + 10 + 6 + 6 + = 56mm 2 2 z = 0.9 d1 = 0.9 594 = 535mm = 90° cot = 0 z (1 - cot ) 535 (1 - 0) a1 = = = 267mm 2 2
4.4. Armatuuri dimensioneerimine
Betoon C20/25 fck = 20MPa
20 fcd = = 13.3MPa 1.5 Rd = 0.26MPa
Pikiarmatuur A-III fyk = 390MPa
390 f yd = = 340MPa 1.15 Põikarmatuur A-I fywk = 235MPa
235 fywd = = 204MPa 1.5 Keskkond 2a c = 20mm
Esimene ja viimane ava:
24 - Arvutuslik laius b w = 250mm
l0 = 0.85 leff = 0.85 6690 = 5687mm 1 1 b eff = b w + l0 = 250 + 5687 = 1387mm Mf = fcd b eff hf ( d1 - 0.5 h f ) = = 0.85 13.3 1387 100 ( 606 - 0.5 100) = 872 10 6 Nmm
M f = 872kNm > MSd = 359kNm Järelikult ristlõigenuljoon vahelaeplaadi tsoonis MSd 359 10 6 µ= = = 0.0623 fcd b eff d12 0.85 13.3 1387 606 2
µ = 0.0623 = 1 - 1 - 2 µ = 1 - 1 - 2 0.0623 = 0.0644
fcd b eff d1 0.0644 0.85 13.3 1387 606 A S1 = = = 1800mm2 fyd 340 2 Valin 2 18 + 2 25 + 1 20 A S1 = 509 + 982 + 314 = 1805mm
- Kandevõime - 2 18 + 2 25 + 1 20 A S1 = 509 + 982 + 314 = 1805mm2 A S1 1805 1 = = = 0.0119 b w d1 250 606 A S1 fyd 1805 340 = = = 0.0646 fcd b eff d1 0.85 13.3 1387 606 0.0646 µ = 1 - = 0.0646 1 - = 0.0625 2 2 µ = 0.0625 MRd = µ fcd b eff d1 = = 0.0625 0.85 13.3 1387 606 10 -6 = 360kNm 2 - 2 18 + 2 25 A S1 = 509 + 982 = 1491mm A S1 1491 1 = = = 0.0098 b w d1 250 606 A S1 fyd 1491 340 = = = 0.0534 fcd b eff d1 0.85 13.3 1387 606 0.0534 µ = 1 - = 0.0534 1 - = 0.0520 2 2
25 µ = 0.0520 MRd = µ fcd b eff d1 = = 0.0520 0.85 13.3 1387 606 10 -6 = 299kNm - 2 18 A S1 = 509mm2 A S1 509 1 = = = 0.0034 b w d1 250 606 A S1 fyd 509 340 = = = 0.0182 fcd b eff d1 0.85 13.3 1387 606 0.0182 µ = 1 - = 0.0182 1 - = 0.0180 2 2 µ = 0.0180 MRd = µ fcd b eff d1 = = 0.0180 0.85 13.3 1387 606 10 -6 = 104kNm Keskmised avad: - Arvutuslik laius b w = 250mm l0 = 0.85 leff = 0.85 6690 = 5687mm 1 1 b eff = b w + l0 = 250 + 5687 = 1387mm M f = fcd b eff h f ( d1 - 0.5 h f ) = = 0.85 13.3 1387 100 ( 606 - 0.5 100) = 872 10 6 Nmm
M f = 872kNm > MSd = 238kNm Järelikult ristlõigenuljoon vahelaeplaadi tsoonis MSd 238 10 6 µ= = = 0.0413 fcd b eff d12 0.85 13.3 1387 606 2
µ = 0.0413 = 1 - 1 - 2 µ = 1 - 1 - 2 0.0413 = 0.0422
fcd b eff d1 0.0422 0.85 13.3 1387 606 A S1 = = = 1179mm2 fyd 340 2 Valin 2 18 + 2 18 + 1 16 A S1 = 509 + 509 + 201 = 1219mm
- Kandevõime - 2 18 + 2 18 + 1 16 A S1 = 509 + 509 + 201 = 1219mm2
26 A S1 1219 1 = = = 0.0080 b w d1 250 606 A S1 fyd 1219 340 = = = 0.0436 fcd b eff d1 0.85 13.3 1387 606 0.0436 µ = 1 - = 0.0436 1 - = 0.0426 2 2 µ = 0.0426 MRd = µ fcd b eff d1 = = 0.0426 0.85 13.3 1387 606 10 -6 = 245kNm 2 - 2 18 + 2 18 A S1 = 509 + 509 = 1018mm A S1 1018 1 = = = 0.0067 b w d1 250 606 A S1 fyd 1018 340 = = = 0.0364 fcd b eff d1 0.85 13.3 1387 606 0.0364 µ = 1 - = 0.0364 1 - = 0.0357 2 2 µ = 0.0357 MRd = µ fcd b eff d1 = = 0.0357 0.85 13.3 1387 606 10 -6 = 206kNm - 2 18 A S1 = 509mm2 A S1 509 1 = = = 0.0034 b w d1 250 606 A S1 fyd 509 340 = = = 0.0182 fcd b eff d1 0.85 13.3 1387 606 0.0182 µ = 1 - = 0.0182 1 - = 0.0180 2 2 µ = 0.0180 MRd = µ fcd b eff d1 = = 0.0180 0.85 13.3 1387 606 10 -6 = 104kNm Vahetoed B ja D: - Arvutuslik laius b w = 250mm - Pikisuunas armeerimine MSd = 356kNm MSd - fyd A s2 ( d1 - d2 ) 356 10 6 - 340 509 (594 - 56 ) µ= 2 = = 0.2636 fcd b w d1 0.85 13.3 250 594 2 µ = 0.2636 = 1 - 1 - 2 µ = 1 - 1 - 2 0.2636 = 0.3124
27 fcd b w d1 fycd A s2 0.3124 0.85 13.3 250 594 A s1 = + = + fyd fyd 340 340 509 + = 2052mm2 340 Valin 2 22 + 2 25 + 1 20 A S1 = 760 + 982 + 314 = 2056mm2
- Kandevõime - 2 22 + 2 25 + 1 20 A S1 = 760 + 982 + 314 = 2056mm2
A S1 2056 1 = = = 0.0138 b w d1 250 594 A S1 fyd - A s2 fycd 2056 340 - 509 340 x= = = 233mm 0.8 fcd b w 0.8 0.85 13.3 250 x c2 = c2 d2 = 1.944 56 = 109mm
x c = c d1 = 0.673 594 = 400mm
x c2 = 109mm MRd = 0.8 fcd b w x ( d1 - 0.4 x ) + fycd A s2 ( d1 - d2 ) = = [0.8 0.85 13.3 250 233 (594 - 0.4 233) + + 340 509 (594 - 56 )] 10 -6 = 376kNm 2 - 2 22 + 2 25 A S1 = 760 + 982 = 1742mm
A S1 1742 1 = = = 0.0115 b w d1 250 594 A S1 fyd - A s2 fycd 1742 340 - 509 340 x= = = 185mm 0.8 fcd b w 0.8 0.85 13.3 250 x c2 = 109mm MRd = 0.8 fcd b w x ( d1 - 0.4 x ) + fycd A s2 ( d1 - d2 ) = = [0.8 0.85 13.3 250 185 (594 - 0.4 185) + + 340 509 (594 - 56 )] 10 -6 = 319kNm
- 2 22 A S1 = 760mm2 A S1 760 1 = = = 0.0050 b w d1 250 594 A S1 fyd - A s2 fycd 760 340 - 509 340 x= = = 38mm 0.8 fcd b w 0.8 0.85 13.3 250 x = 38mm MRd = fyd A s1 ( d1 - d2 ) = = 340 760 (594 - 56 ) 10 -6 = 143kNm Vahetugi C:
28 - Arvutuslik laius b w = 250mm - Pikisuunas armeerimine MSd = 313kNm MSd - fyd A s2 ( d1 - d2 ) 313 10 6 - 340 509 (594 - 56 ) µ= 2 = = 0.2205 fcd b w d1 0.85 13.3 250 594 2 µ = 0.2205 = 1 - 1 - 2 µ = 1 - 1 - 2 0.2205 = 0.2523 fcd b w d1 fycd A s2 0.2523 0.85 13.3 250 594 A s1 = + = + fyd fyd 340 340 509 + = 1755mm2 340 Valin 2 22 + 2 22 + 1 18 A S1 = 760 + 760 + 254 = 1774mm2
- Kandevõime - 2 22 + 2 22 + 1 18 A S1 = 760 + 760 + 254 = 1774mm2
A S1 1774 1 = = = 0.0119 b w d1 250 594 A S1 fyd - A s2 fycd 1774 340 - 509 340 x= = = 190mm 0.8 fcd b w 0.8 0.85 13.3 250 x c2 = c2 d2 = 1.944 56 = 109mm
x c = c d1 = 0.673 594 = 400mm
x c2 = 109mm MRd = 0.8 fcd b w x ( d1 - 0.4 x ) + fycd A s2 ( d1 - d2 ) = = [0.8 0.85 13.3 250 190 (594 - 0.4 190 ) + + 340 509 (594 - 56 )] 10 -6 = 325kNm 2 - 2 22 + 2 22 A S1 = 760 + 760 = 1520mm
A S1 1520 1 = = = 0.0100 b w d1 250 594 A S1 fyd - A s2 fycd 1520 340 - 509 340 x= = = 152mm 0.8 fcd b w 0.8 0.85 13.3 250 x c2 = 109mm MRd = 0.8 fcd b w x ( d1 - 0.4 x ) + fycd A s2 ( d1 - d2 ) = = [0.8 0.85 13.3 250 152 (594 - 0.4 152 ) + + 340 509 (594 - 56 )] 10 -6 = 278kNm
29 - 2 22 A S1 = 760mm2
A S1 760 1 = = = 0.0050 b w d1 250 594 A S1 fyd - A s2 fycd 760 340 - 509 340 x= = = 38mm 0.8 fcd b w 0.8 0.85 13.3 250 x = 38mm MRd = fyd A s1 ( d1 - d2 ) = = 340 760 (594 - 56 ) 10 -6 = 143kNm - Põiksuunas armeerimine
- VSd = 161kNm fck 20 = 0.7 - = 0.7 - = 0.6 200 200 = 90° cot = 0 VRd2 = 0.45 fcd b w d1 (1 + cot ) = = 0.45 0.6 13.3 250 606 (1 + 0) = = 544 10 3 N > VSd = 161kN
k = 1.6 - d1 = 1.6 - 0.606 = 0.99 > 1 k = 1
1,min = 0.0034 [ ] VRd1 = Rd k (1.2 + 40 1 ) + 0.15 cp b w d1 = = [0.26 1 (1.2 + 40 0.0034 ) + 0.15 0] 250 606 = = 52.6 10 3 N VRd1 = 52.6kN A sw Vwd 108 10 3 = = = 0.97mm2 / mm s 0.9 d1 fywd 0.9 606 204
Valin 2 10 A sw = 157mm2
1 544 2 2 544 VRd2 = = 109kN 300mm
A sw 157 s= = = 162mm Võtan s=160mm A sw 157 w = = = 0.0039 > w,min = 0.0016 s b w sin 160 250 sin 90°
- VSd = 92kNm
30 = 0.6 = 90° cot = 0 VRd2 = 544 10 3 N > VSd = 92kN
k =1 1,min = 0.0098 [ ] VRd1 = Rd k (1.2 + 40 1 ) + 0.15 cp b w d1 = = [0.26 1 (1.2 + 40 0.0098 ) + 0.15 0] 250 606 = = 62.7 10 3 N VRd1 = 62.7kN A sw Vwd 29.3 103 = = = 0.26mm2 / mm s 0.9 d1 fywd 0.9 606 204
Valin 2 8 A sw = 101mm2
1 VSd = 92kN 300mm
A sw 101 s= = = 388mm Valin s=300mm A sw 101 w = = = 0.0013 Võtan s=250mm - VSd = 261kNm = 0. 6 = 90° cot = 0 VRd2 = 0.45 fcd b w d1 (1 + cot ) = = 0.45 0.6 13.3 250 594 (1 + 0) = = 533 10 3 N > VSd = 261kN
k = 1.6 - d1 = 1.6 - 0.594 = 1.01 1,min = 0.0050 31 [ ] VRd1 = Rd k (1.2 + 40 1 ) + 0.15 cp b w d1 = = [0.26 1.01 (1.2 + 40 0.0050) + 0.15 0] 250 594 = = 54.6 10 3 N VRd1 = 54.6kN A sw Vwd 206 10 3 = = = 1.89mm2 / mm s 0.9 d1 fywd 0.9 594 204
Valin 2 12 A sw = 226mm2
1 533 2 2 533 VRd2 = = 107kN 300mm
A sw 226 s= = = 120mm Võtan s=120mm A sw 226 w = = = 0.0075 > w,min = 0.0016 s b w sin 120 250 sin 90°
- VSd = 241kNm = 0. 6 = 90° cot = 0 VRd2 = 533 10 3 N > VSd = 241kN
k = 1.01 1,min = 0.0050 VRd1 = 54.6 10 3 N
VRd1 = 54.6kN A sw Vwd 186 103 = = = 1.71mm2 / mm s 0.9 d1 fywd 0.9 594 204
Valin 2 12 A sw = 226mm2
1 2 VRd2 = 107kN 300mm
32 A sw 226 s= = = 132mm Võtan s=130mm A sw 226 w = = = 0.0070 > w,min = 0.0016 s b w sin 130 250 sin 90°
- VSd = 83kNm = 0. 6 = 90° cot = 0 VRd2 = 544 10 3 N > VSd = 83kN
k =1 1,min = 0.0067 [ ] VRd1 = Rd k (1.2 + 40 1 ) + 0.15 cp b w d1 = = [0.26 1 (1.2 + 40 0.0067 ) + 0.15 0] 250 606 = = 57.8 10 3 N VRd1 = 57.8kN A sw Vwd 25.2 10 3 = = = 0.23mm2 / mm s 0.9 d1 fywd 0.9 606 204
Valin 2 8 A sw = 101mm2
1 VSd = 83kN 300mm
A sw 101 s= = = 485mm Valin s=300mm A sw 101 w = = = 0.0013 Võtan s=250mm - VSd = 217kNm = 0.6 = 90° cot = 0 VRd2 = 533 10 3 N > VSd = 217kN
33 k = 1.01 1,min = 0.0050 VRd1 = 54.6 10 3 N
VRd1 = 54.6kN A sw Vwd 162 10 3 = = = 1.49mm2 / mm s 0.9 d1 fywd 0.9 594 204
Valin 2 12 A sw = 226mm2
1 2 VRd2 = 107kN 300mm
A sw 226 s= = = 152mm Võtan s=150mm A sw 226 w = = = 0. 0060 > w,min = 0.0016 s b w sin 150 250 sin 90°
- Lisarangid abitala toetamise kohal FSdB,abitala = 223.9kN
abitala toel = 0.3268
habitala = 450mm
d1,abitala = 410mm abitala toel d1,abitala 0.3268 410 c = habitala - = 450 - = 383mm 2 2 FSdB,abitala c 223.9 383 F= = = 142kN d1,peatala 606 F 142 10 3 A sw = = = 693mm2 fywd 205 Valin 7×2 8 A sw = 7 101 = 707mm2
1 lF = b abitala + 2 hpeatala = 3 1 = 200 + 2 650 = 633mm > habitala = 450mm 3 Võtan lF = 450mm lF 450 s= = = 64mm n 7
34 Abitala toetamise kohal lisarangiteks võtan 8 s.60
4.5. Pikiarmatuuri ankurdus - Varda baasankurdus
fyd lb = 4 fbd 16 340 lb,16 = = 591mm 4 2.3 18 340 lb,18 = = 665mm 4 2.3 20 340 lb,20 = = 739mm 4 2.3 22 340 lb,22 = = 813mm 4 2.3 25 340 lb,25 = = 924mm 4 2.3 - Varda nõutav ankurduspikkus a lb A s,req lb,net = lb,min A s,prov lb,min = 0.3 lb 10
Esimene ja viimane ava: a = 1
A s,req = 1491mm2
A s,prov = 1805mm2 1 739 1491 lb,net,20 = = 610mm 1805 lb,min,20 = 0.3 739 = 222mm 10 20 = 200mm
Võtan lb,net = 610mm
a = 1
A s,req = 509mm2
A s,prov = 1491mm2 1 924 509 lb,net,25 = = 315mm 1491 lb,min,25 = 0.3 924 = 277mm 10 25 = 250mm
Võtan lb,net = 315mm
Keskmised avad: a = 1
A s,req = 1018mm2
35 A s,prov = 1219mm2 1 591 1018 lb,net,16 = = 494mm 1219 lb,min,16 = 0.3 591 = 177mm 10 16 = 160mm
Võtan lb,net = 494mm
a = 1
A s,req = 509mm2
A s,prov = 1018mm2 1 665 509 lb,net,18 = = 333mm 1018 lb,min,18 = 0.3 665 = 200mm 10 18 = 180mm
Võtan lb,net = 333mm
Vahetod B ja D: a = 1
A s,req = 1742mm2
A s,prov = 2056mm2 1 739 1742 lb,net,20 = = 626mm 2056 lb,min,20 = 0.3 739 = 222mm 10 20 = 200mm
Võtan lb,net = 626mm
a = 1
A s,req = 760mm2
A s,req = 1742mm2 1 924 760 lb,net,25 = = 403mm 1742 lb,min,25 = 0.3 924 = 277mm 10 25 = 250mm
Võtan lb,net = 403mm
Vahetugi C: a = 1
A s,req = 1520mm2
A s,prov = 1774mm2 1 665 1520 lb,net,18 = = 570mm 1774 lb,min,18 = 0.3 665 = 200mm 10 18 = 180mm
36 Võtan lb,net = 570mm
a = 1
A s,req = 760mm2
A s,req = 1520mm2 1 813 760 lb,net,22 = = 407mm 1520 lb,min,22 = 0.3 813 = 245mm 10 22 = 220mm
Võtan lb,net = 407mm
- Armatuuri ankurdus äärmisel toel a1 = 273mm
VSd = 161kN V a 161 273 Fs = Sd 1 = = 72.5kN d1 606 Fs 72.5 10 3 A s,req = = = 213mm2 fyd 340 a = 1
A s,req = 509mm2 0.7 665 213 lb,net,18 = = 195mm 509 lb,min,18 = 0.3 665 = 200mm 10 18 = 180mm
Võtan lb,net = 200mm
37 5. POSTI ARVUTUS
5.1. Koormus postile Normkoormused: - kasuskoormus Qk = 8 6.5 5.0 = 260kN - omakaal - betoonipõranda omakaal Gk1 = 0.03 24 6.5 5.0 = 23.4kN - raudbetoonvahelaeplaadi omakaal Gk 2 = 0.1 25 6.5 5.0 = 81.3kN - plaadist väljaulatuva abitalaosa omakaal Gk 3 = 3 0.35 0.2 25 (5.0 - 0.25) = 24.9kN
- plaadist väljaulatuva peatalaosa omakaal Gk 4 = 0.55 0.25 25 6.5 = 22.3kN - omakaal kokku Gk = Gk1 + Gk 2 + Gk 3 + Gk 4 = = 23.4 + 81.3 + 24.9 + 22.3 = 152kN Arvutuskoormused: - kasuskoormus Q d = q Qk = 1.5 260 = 390kN
- omakaal G d = g Gk = 1.35 152 = 205kN
- kokku Fd = Q d + G d = 390 + 205 = 595kN
Posti omakaal: Mõõduks võtan: - 3. korrusel 250x250 GkIII = 0.25 0.25 25 ( 3.8 - 0.65) = 4.92kN G dIII = g GkIII = 1.35 4.92 = 6.64kN
- 2. korrusel 300x300 GkII = 0.3 0.3 25 ( 3.8 - 0.65) + + 0.3 ( 0.3 - 0.25) 25 0.55 = 7.29kN
G dII = g GkII = 1.35 7.29 = 9.84kN
- 1. korrusel 350x350
38 GkI = 0.35 0.35 25 ( 3.8 - 0.65) + + 0.35 ( 0.35 - 0.25) 25 0.55 = 10.1kN G dI = g Gk = 1.35 13.4 = 13.6kN
5.2. Posti sisejõud Pikijõud: - 3. korrus NSdIII = Fd + G dIII = 595 + 6.64 = 602kN
- 2. korrus NSdII = NSdIII + Fd + G dII = 602 + 595 + 9.84 = 1207kN
- 1. korrus NSdI = NSdII + Fd + G dI = 1207 + 595 + 13.6 = 1816kN
5.3. Armatuuri dimensioneerimine
Betoon C20/25 fck = 20MPa
20 fcd = = 13.3MPa 1.5 fbd = 2.3MPa
Rd = 0.26MPa
Pikiarmatuur A-III fyk = 390MPa
390 f yd = = 340MPa 1.15 Põikarmatuur A-I fywk = 235MPa
235 fywd = = 204MPa 1.5 Keskkond 2a c = 20mm
Post on mõlemast otsast jäigalt kinnitatud = 0.5 .
3. korrus: - Posti arvutuslik kõrgus l = 3600mm lo = l = 0.5 3600 = 1800mm
39 - Pikisuunas armeerimine NSd = 602kN
A s,tot Valin = 0.9 ja = = 0.01 A NSd 602 10 3 A = = = 45487mm2 ( fcd + fyd ) 0.9 ( 0.85 13.3 + 0.01 340 ) b= A = 45487 = 213mm Valin posti mõõduks b = 250mm NSd - fcd A A s,tot = = fyd 602 10 3 - 0.9 0.85 13.3 250 2 = = -111mm2 0.9 340 0.15 NSd 0.15 602 10 3 A s,min = = = 266mm2 fyd 340
0.003 A = 0.003 250 2 = 188mm2 A s = 266mm2
Valin 4 12 A S = 452mm2
- Kandevõime lo 1800 = =6 b 300 NSd1 =1 NSd
Siis c = 0.92 ja sc = 0.92 fyd A s 340 452 s = = = 0.22 fcd A 0.85 13.3 250 2
= c + 2 ( sc - c ) s = 0.92 + 2 ( 0.92 - 0.92) 0.22 = 0.92
NRd = ( fcd A + fyd A s ) = ( ) = 0.92 0.85 13.3 250 2 + 340 452 10 -3 = 791kN NRd = 791kN > NSd = 602kN
Kandevõime on tagatud! - Põiksuunas armeerimine sw = 0.25 s = 0.25 12 = 3mm s = 12 s = 12 12 = 144mm Valin rangid 6 s.140
2. korrus:
40 - Posti arvutuslik kõrgus l = 3600mm lo = l = 0.5 3600 = 1800mm
- Pikisuunas armeerimine NSd = 1207kN
A s,tot Valin = 0.9 ja = = 0.02 A NSd 1207 10 3 A = = = 74074mm2 ( fcd + fyd ) 0.9 ( 0.85 13.3 + 0.02 340 ) b= A = 74074 = 272mm Valin posti mõõduks b = 300mm NSd - fcd A A s,tot = = fyd 1207 10 3 - 0.9 0.85 13.3 300 2 = = 952mm2 0.9 340 0.15 NSd 0.15 1207 10 3 A s,min = = = 533mm2 fyd 340
0.003 A = 0.003 300 2 = 270mm2 A s = 952mm2
Valin 4 18 A S = 1018mm2
- Kandevõime lo 1800 = =6 b 300 NSd1 =1 NSd
Siis c = 0.92 ja sc = 0.92 fyd A s 340 1018 s = = = 0.34 fcd A 0.85 13.3 300 2
= c + 2 ( sc - c ) s = 0.92 + 2 ( 0.92 - 0.92) 0.34 = 0.92
NRd = ( fcd A + fyd A s ) = ( ) = 0.92 0.85 13.3 300 2 + 340 1018 10 -3 = 1254kN NRd = 1254kN > NSd = 1207kN
Kandevõime on tagatud! - Põiksuunas armeerimine sw = 0.25 s = 0.25 18 = 5mm 41 s = 12 s = 12 18 = 216mm Valin rangid 6 s.210 1. korrus: - Posti arvutuslik kõrgus l = 3600mm lo = l = 0.5 3600 = 1800mm
- Pikisuunas armeerimine NSd = 1816kN
A s,tot Valin = 0.9 ja = = 0.02 A NSd 1816 10 3 A = = = 111448mm2 ( fcd + fyd ) 0.9 ( 0.85 13.3 + 0.02 340 ) b= A = 111448 = 334mm Valin posti mõõduks b = 350mm NSd - fcd A A s,tot = = fyd 1816 103 - 0.9 0.85 13.3 350 2 = = 1862mm2 0.9 340 0.15 NSd 0.15 1816 10 3 A s,min = = = 801mm2 fyd 340
0.003 A = 0.003 350 2 = 368mm2 A s = 1862mm2
Valin 4 25 A S = 1963mm2
- Kandevõime lo 1800 = =6 b 300 NSd1 =1 NSd
Siis c = 0.92 ja sc = 0.92 fyd A s 340 1963 s = = = 0.48 fcd A 0.85 13.3 350 2
= c + 2 ( sc - c ) s = 0.92 + 2 ( 0.92 - 0.92) 0.48 = 0.92
NRd = ( fcd A + fyd A s ) = ( ) = 0.92 0.85 13.3 3502 + 340 1963 10 -3 = 1888kN NRd = 1888kN > NSd = 1816kN
42 Kandevõime on tagatud! - Põiksuunas armeerimine sw = 0.25 s = 0.25 25 = 6mm s = 12 s = 12 25 = 300mm Valin rangid 6 s.300
5.4. Pikiarmatuuri ankurdus - Varda baasankurdus
fyd lb = 4 fbd 12 340 lb,12 = = 443mm 4 2.3 18 340 lb,18 = = 665mm 4 2.3 25 340 lb,25 = = 924mm 4 2.3 - Põikarmatuuri samm ankurdamise kohal - 3. korrus s ank ,III = 0.6 s = 0.6 140 = 84mm
Võtan s. 80 - 3. korrus s ank ,II = 0.6 s = 0.6 210 = 126mm
Võtan s. 120 - 1. korrus s ank ,I = 0.6 s = 0.6 300 = 180mm
Võtan s. 180
43 6. VUNDAMENDI ARVUTUS
6.1. Koormus vundamendileile Arvutuslikud koormused: - taldmiku mõõdute määramiseks NSd = g ( 3 Gk + GkIII + GkII + GkI ) + q 3 Q k = = 1.0 ( 3 152 + 4.92 + 7.29 + 10.1) + 1.3 3 260 = = 1492kN - muu Fd =NSdI = 1861kN
6.2. Vundamendi mõõtude määramine Pinnas Liiv k ' = 19kN / m3
19 d' = = 17.3kN / m3 1. 1 k ' = 31°
tan 31° d ' = arctan = 25.7° 1.25 c k ' = 2kPa
2 cd' = = 1.25kPa 1.6 - Peataldmiku mõõdute määramine Nq - 1 11.5 - 1 Nc = = = 21.8 tan d ' tan 25.7° ' 25.7° Nq = e tan d ' tan2 45° + d = e tan 25.7° tan2 45° + = 11.5 2 2 N = (Nq - 1) tan d ' = (11.5 - 1) tan 25.7° = 5.05 s q Nq - 1 1.43 11.5 - 1 sc = = = 1.47 Nq - 1 11.5 - 1 s q = 1 + sin d ' = 1 + sin 25.7° = 1.43
s = 0.7
q' = h d ' = 1.5 17.3 = 26.0kPa
g = h d = 1.5 22 = 33kPa
A = B2 i c = iq = i = 1
44 R = c d 'Nc s c ic + q'Nq s q iq + 0.5 d 'B N s i - g A R = 1.25 21.8 1.47 1 + 26.0 11.5 1.43 1 + B2 + 0.5 17.3 B 5.05 0.7 1 - 33 R = 435 + 30.6 B B2 R = 435 B 2 + 30.6 B Kui B=1.8m siis R=1464kNNSd=1492kN Kandevõime on tagatud! Peataldmiku mõõduks võtan 1,9x1,9m - Vundamendi kõrguse määramine
Betoon C20/25 fck = 20MPa
20 fcd = = 13.3MPa 1.5 fbd = 2.3MPa
Rd = 0.26MPa
FSd = 1861kN A = B 2 = 1.9 2 = 3.61m2 d2 A1 = b2 + 4 b d + 4 = 4 = 0.4 2 + 4 0.4 d + d2 = = d2 + 1.6 d + 0.16 U = 4b + 2 d = = 4 0. 4 + 2 d = = 6.28 d + 1.6 FSd 1861 Sd = = = 515kPa A 3.61
45 ( VSd = ( A - A 1 ) Sd = 3.61 - d2 - 1.6 d - 0.16 515 = ) 2 = 1777 - 1618 d - 824 VSd 1777 - 1618 d2 - 824 d v Sd = = U 6.28 d + 1.6 K = 1. 6 - d 1 = 0 et ankurduspi kkus on liiga väike v Rd = Rd K (1.2 + 40 1 ) d = 260 (1.6 - d) (1.2 + 40 0) d = = 260 (1.6 - d) 1.2 d = 499 d - 312 d2
v Rd = v Sd
Kui d=0.5m siis v Rd = 172kN / m Kui d=0.65m siis v Rd = 193kN / m Kui d=0.7m siis v Rd = 146kN / m > v Sd = 196kN / m Kandevõime on tagatud! Võtan d=0.7m ja vundamendi kõrguseks H = d + 0.1 = 0.7 + 0.1 = 0.8m - Taldmiku kõrguse määramine Võtan taldmiku kõrguseks d1=0.3m
d12 A 1 = b12 + 4 b1 d1 + 4 = b12 + 4 b1 0.3 + 0.32 = 4 = b12 + 1.2 b1 + 0.28
U1 = 4 b1 + 2 d1 = 4 b1 + 2 0.3 = 4 b1 + 1.88
( ) VSd = ( A - A 1 ) Sd = 3.61 - b12 - 1.2 b1 - 0.28 515 = = 1715 - 515 b12 - 618 b1
VSd 1715 - 515 b12 - 618 b1 v Sd = = U1 4 b1 + 1.88
K = 1.6 - d = 1.6 - 0.3 = 1.3 1 = 0 et ankurduspi kkus on liiga väike
v Rd = Rd K (1.2 + 40 1 ) d = 260 1.3 (1.2 + 40 0) 0.3 = 122kPa
v Rd = v Sd
1715 - 515 b12 - 618 b1 122 = 4 b1 + 1.88
( 4 b1 + 1.88) 122 = 1715 - 515 b12 - 618 b1 b12 + 2.15 b1 - 2.89 = 0
46 2 2.15 2.15 b1 = - ± + 2.89 2 2 b1 = 0.93m
Võtan b1=1.0m ja taldmiku kõrguseks H1 = d1 + 0.1 = 0.3 + 0.1 = 0.4m
6.3. Aramtuuri dimensioneerimine
Betoon C20/25 fck = 20MPa
20 fcd = = 13.3MPa 1.5 fbd = 2.3MPa
Rd = 0.26MPa
Armatuur A-III fyk = 390MPa
390 f yd = = 340MPa 1.15 Kaitsekiht c = 100mm
- Lisaaste 2 Alumises postis pikisuunas armeerimiseks võtsin 4 25 A S = 1963mm 2 Vundamendis pikiarmatuuri pikendamiseks valin 8 18 A S = 2036mm
47 1 fyd 1 340 lb = = 18 = 665mm 4 fbd 4 2.3
siis lisaaste ei ole vajalik! - Taldmiku paindearmatuuri dimensioneerimine -Ristlõiges 1-1 B - b 1.9 - 0.4 l1 = = = 0.75m 2 2 B l12 1.9 0.752 MSd1 = Sd = 515 = 275kN 2 2 MSd1 275 10 6 µ= 2 = = 0.0135 fcd b1 d11 0.85 13.3 1000 700 2
µ = 0.0135 = 1 - 1 - 2 0.0135 = 1 - 1 - 2 0.0135 = 0.0136 fcd b1 d11 0.0136 0.85 13.3 1000 700 AS = = = 317mm2 fyd 340
B 1900 Valin 712 A S = 792mm2 s= = = 271mm n 7 -Ristlõiges 2-2 B - b1 1.9 - 1.0 l1 = = = 0.45m 2 2 B l22 1.9 0.452 MSd1 = Sd = 515 = 99kN 2 2 MSd1 99 10 6 µ= 2 = = 0.0512 fcd B d12 0.85 13.3 1900 300 2 µ = 0.0512 = 1 - 1 - 2 0.0512 = 1 - 1 - 2 0.0512 = 0.0526 fcd B d12 0.0526 0.85 13.3 1900 300 AS = = = 997mm2 fyd 340
B 1900 Valin 1012 A S = 1131mm2 s= = = 190mm n 10 -Ankurdamine - Varda baasankurdus
fyd lb = 4 fbd 12 340 lb,12 = = 443mm 4 2.3 - Varda ankurduspikkusest armatuuri vajalikpindala
48 lb,min = 0.3 lb = 0.3 443 = 133mm 10 = 10 12 = 120mm
lb,net = (B - b1 ) - c = (1900 - 1000 ) - 100 = 350mm > 133 2 2 a lb A s,req lb,net = A s,prov a lb A s,req A s,prov = lb,net
a = 1
A s,req = 997mm2 1 443 997 A s,prov = = 1263mm2 350 B 1900 Valin 1212 A S = 1357mm2 s= = = 158mm n 12 Võtan 12 s.150
49 LISA. JOONISED
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