design appendix 2
DESCRIPTION
DESIGNTRANSCRIPT
MAIN BUILDINGS STRUCTURE T1‐10,0FIRST FLOOR
T1 ‐ FIRST FLOOR PRESTRESSED CONCRETE10 M
Md1 1326,22 kN.m design moment before redistribution DL (slab) 21,5 kN/mMd2 1326,2 kN.m design moment after redistribution DL (TOTAL) 34,25 kN/mfcu 50 Mpa concrete cubic strength SIDL 25,75 kN/mfy 460 Mpa steel yield strength IL 25 kN/m
Leff 9,25 mb 0,45 m Laxis 10 mho 0,2 m column 0,4 mh 0,6 mbw 0,7 mcover 40 mmrm 0,06 m distance between the center of the bar and the botton face
d 0,74 m
fcu,d 33,33 Mpafy,d 400,00 Mpa
PRESTRESSING ASSESMENT ‐ FLEXURAL TENSILE STRESSES IN CONCRETE
1
Design flexural strength 3,2 Mpa Class 2 Concrete C 40/50
Compressive stress limit 16,50 Mpax 4,625 m Maximum areas
A1 0,09 I1 0,000300 m4 Mdl 136,37 kN.m As, As 20400 mm2A2 0,42 I2 0,012600 m4 Msidl 505,35 kN.mA 0,51 Mil 267,38 kN.m layerscdg 0,37 Ig 0,0248 m4 2
Percentage IL permanent 0,5Iuncracked 0,0307 m4
Bottom topW1 0,07 m3 max 6595,01 11359,41 kPa Max 11359,41 kPa OK 0,23W2 ‐0,08 m3 min ‐2756,05 52,06 kPa Min ‐2756,05 kPa YES
P 1652,44 kN rm 165 mmfactor 1
1
MAIN BUILDINGS STRUCTURE T1‐10,0FIRST FLOOR
PRESTRESSING: LOSS OF PRESTRESS
GUTS 1770 Mpa 1833,3333
Prestressing strand area 140 mm2diameter 15,3
Number strands 12 spacing 92,70 layers 2
Jacking force 2200 kN jacking force/GUTS 0,740
INITIAL SHRINKAGE
cs 20 10E‐6m/m
E 30000,00n 6,667
Ah 521200,000 mm2 Ih 25232208581 mm4
2
L 14,25 m
l 9,25 m 0,00329 vp 0,206 m
P ‐5,99 kN 0,3%
SLIP AT ANCHORAGE RELAXATION BEFORE JACKING
slip 4 mm tinitial 4 d time between prestressing to transferT 40 ºC Tmax 80 ºC
P ‐94,32 kN 4,3% tt 2,38797872 dteq 3461,22 hTtotal 3557,22488P ‐112,36 kN 5,1%
TENDON TEMPERATURE VARIATION LENGTH
TMAX‐Ta 55 ºC 1,00E‐05k 0,5
P ‐92,40 kN 4,2%
2
MAIN BUILDINGS STRUCTURE T1‐10,0FIRST FLOOR
ELASTIC DEFORMATION
Pi 1894,94 kN 13,9%
P ‐36,33 kN 1,7%
LONG‐TERM LOSSES
Pi 1858,61 kN 15,5%
cs 330 10E‐6m/m
inf,to) 2
cp 3,64 Mpa
r 0,015
3
sr 16,59 Mpa
P ‐206,2 kN 9,4%
Ptotal 1652,44 kN 24,9% OK
3
MAIN BUILDINGS STRUCTURE T1‐10,0FIRST FLOOR
0,03As 9681,3 mm2 fck 40 Mpa 0,00
SLS ‐ DEFLECTION CONTROL (EC‐2) As' 804 mm2 n 5,68fcm 48,00 Mpa X/d 0,42
1 (=1 for a single short‐term loading) bt 0,70 m X 0,31(=0,5 for sustained loads or many cycles or repeated loading) b 0,45 m
inf,to) 1,8 Mfis 290,54 kN.mEcm 35220,46 Mpa
cs 350 10E‐6m/m fctm 3,51 MPas 70,60 Mpasr 46,89 Mpa M 435,69 kN.m
0,559
d 740,00 mm q 85,00 kN/m 7,50 mm DL) 3,021 mmIcrak 1,49E+10 mm4 15,42 mm DL) 6,215 mm
Creep: long‐term loading Ec,eff 12578,74 Mpa 17,91 mm 36,84 mm
4
36,84 mmskrinkage S 0,30 m3
I 0,09 m4 7,13 mme 5,681/rcs 0,00
32,53 mm 52,26 mm
Deflection total 43,56 mm L/ 230Deflection damage 38,75 mm L/ 258
Limit damage 23,125 ‐15,63Limit total 30,83 ‐12,72
4
MAIN BUILDINGS STRUCTURE T1‐10,0FIRST FLOOR
ULTIMATE LIMIT STATE ‐ FLEXURE
fpd 1539,13 Mpa
fpe 983,59 Mpa fpe/fpu 0,56
fpuAps/fcuA 0,12
fpb/0,87fpu 1 fpb 1339,0 Mpax/d 0,23 x 0,15 m
Mu 1280,64 kN.m
Md 1326,22 kN.m REINFORCEMENT BAR REQUIRED
Md 45,58 kN.m
b 1,00 f 0,175k 0,00
5
k 0,00k' 0,18z 0,70 mx 0,08 m x<ho? YES As 6985,7 mm2As' 0,00As 176,98 mm2
Minimum reinforcement Minimum size
As 663 mm2 6,16793955 mmAs' 0 mm2
n A ok? bw is enought?As 663,00 mm2 16 16 YES YESAs' 0,00 mm2 4 16 YES YES
5
MAIN BUILDINGS STRUCTURE T1‐10,0FIRST FLOOR
Mo 214,63ULS‐ DESIGN RESISTANCE SHEAR Vr 244,49
Vd 573,50 kNbv 0,45 m As 3216,99 mm2
1,72 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,66 Mpa 0,97 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) Agv mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu LINKS+BENT‐UP BARS BENT‐UP BARS
SHEAR RESISTANCE BENT‐UP BARS <50% Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up ba 45 º
Minimum 134,93 mm2 st 1,11 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
6
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa
1,7222222 MpaAgv 239,79 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 239,79 mm2 where links only provided 2 12 yesNear support 332,83 mm2
6
MAIN BUILDINGS STRUCTURE T1‐10,0FIRST FLOOR
BEARING PAD
s 6 Mpa G 1,00 Mpa s/fcu 18%
W 380 mm S 5,82 Deformation 0,5h 10,00 mm OK
N 382,33 kNlimit 6,40
L 167,69 mmCompressive strain 0,05
RotationThickness limit 33,5 mm
q 85,00 kN/m 0,00259 radlimit 0,00596 VALID
SUPPORT DIMENSION
7
rbeam bar 32,00 mmrcolumn bar 70,00 mmcover column 35,00 mm
b 372,44 mm
L 4,63
7
MAIN BUILDINGS STRUCTURE T1‐10,0ROOF
T1 ‐ ROOF FLOOR PRESTRESSED CONCRETE10 M
Md1 1417,00 kN.m design moment before redistribution DL (slab) 21,5 kN/mMd2 1417,0 kN.m design moment after redistribution DL (TOTAL) 34,40 kN/mfcu 50 Mpa concrete cubic strength SIDL 18 kN/mfy 460 Mpa steel yield strength IL 25 kN/m
Leff 10 mb 0,45 m Laxis 10 mho 0,2 m column 0,45 mh 0,6 mbw 0,71 mcover 40 mmrm 0,06 m distance between the center of the bar and the botton face
d 0,74 m
fcu,d 33,33 Mpafy,d 400,00 Mpa
PRESTRESSING ASSESMENT ‐ FLEXURAL TENSILE STRESSES IN CONCRETE
/
1
Design flexural strength 3,2 Mpa Class 2 Concrete C 40/50
Compressive stress limit 16,50 Mpax 5 m
A1 0,09 I1 0,000300 m4 Mdl 161,25 kN.mA2 0,43 I2 0,012780 m4 Msidl 493,75 kN.mA 0,52 Mil 312,50 kN.mcdg 0,37 Ig 0,0250 m4
Percentage IL permanent 0,5Iuncracked 0,0312 m4
Bottom topW1 0,07 m3 max 6241,90 12024,89 kPa Max 12024,89 kPa OK 0,24W2 ‐0,08 m3 min ‐3104,88 384,22 kPa Min ‐3104,88 kPa YES
P 1657,97 kN rm 165 mmfactor 1
1
MAIN BUILDINGS STRUCTURE T1‐10,0ROOF
PRESTRESSING: LOSS OF PRESTRESS
GUTS 1770 Mpa
Prestressing strand area 140 mm2diameter 14
Number strands 12 spacing 96,00 layers 2
Jacking force 2200 kN jacking force/GUTS 0,740
INITIAL SHRINKAGE
cs 20 10E‐6m/m
E 30000,00n 6,667
Ah 527200,000 mm2 Ih 25437984792 mm4
L 15 m
l 10 m 0 00326 vp 0 205 m
2
l 10 m 0,00326 vp 0,205 m
P ‐5,96 kN 0,3%
SLIP AT ANCHORAGE RELAXATION BEFORE JACKING
slip 4 mm tinitial 4 d time between prestressing to transferT 40 ºC Tmax 80 ºC
P ‐89,60 kN 4,1% tt 2,38797872 dteq 3461,22 hTtotal 3557,22488P ‐112,61 kN 5,1%
TENDON TEMPERATURE VARIATION LENGTH
TMAX‐Ta 55 ºC 1,00E‐05k 0,5
P ‐92,40 kN 4,2%
2
MAIN BUILDINGS STRUCTURE T1‐10,0ROOF
ELASTIC DEFORMATION
Pi 1899,43 kN 13,7%
P ‐35,83 kN 1,6%
LONG‐TERM LOSSES
Pi 1863,60 kN 15,3%
cs 330 10E‐6m/m
inf,to) 2
cp 3,61 Mpa
r 0,015
sr 16,64 Mpa
P ‐205 6 kN 9 3%
3
P ‐205,6 kN 9,3%
Ptotal 1657,97 kN 24,6% OK
3
MAIN BUILDINGS STRUCTURE T1‐10,0ROOF
0,03As 9681,339 mm2 fck 40 Mpa 0,00
SLS ‐ DEFLECTION CONTROL (EC‐2) As' 1206 mm2 n 5,68fcm 48,00 Mpa X/d 0,42
1 (=1 for a single short‐term loading) bt 0,71 m X 0,31(=0,5 for sustained loads or many cycles or repeated loading) b 0,45 m
inf,to) 1,8 Mfis 295,90 kN.mEcm 35220,46 Mpa
cs 350 10E‐6m/m fctm 3,51 MPas 76,21 Mpasr 47,76 Mpa M 471,75 kN.m
0,607
d 740,00 mm q 77,40 kN/m 9,18 mm DL) 4,078 mmIcrak 15061337628,20 mm4 19,00 mm DL) 8,444 mm
Creep: long‐term loading Ec,eff 12578,74 Mpa 21,54 mm 44,60 mm
skrinkage S 0,30 m3I 0 09 m4 8 35 mm
4
I 0,09 m4 8,35 mme 5,681/rcs 0,00
39,08 mm 63,60 mm
Deflection total 53,97 mm L/ 185Deflection damage 47,24 mm L/ 212
Limit damage 25 ‐22,24Limit total 33,33 ‐20,64
4
MAIN BUILDINGS STRUCTURE T1‐10,0ROOF
ULTIMATE LIMIT STATE ‐ FLEXURE
fpd 1539,13 Mpa
fpe 986,88 Mpa fpe/fpu 0,56
fpuAps/fcuA 0,12
fpb/0,87fpu 1 fpb 1339,0 Mpax/d 0,23 x 0,15 m
Mu 1280,64 kN.m
Md 1417,00 kN.m REINFORCEMENT BAR REQUIRED
Md 136,36 kN.m
b 1,00 f 0,176k 0,01k' 0,18z 0 70 m
5
z 0,70 mx 0,08 m x<ho? YES As 7408,1 mm2As' 0,00As 529,50 mm2
Minimum reinforcement Minimum size Maximum areas
As 670,8 mm2 6,21184003 mm As, As' 20640 mm2As' 0 mm2
n A ok? bw is enought? layersAs 670,80 mm2 16 16 YES YES 2As' 0,00 mm2 6 16 YES YES
Mo 216,770245
5
MAIN BUILDINGS STRUCTURE T1‐10,0ROOF
ULS‐ DESIGN RESISTANCE SHEAR Vr 238,15909
Vd 566,80 kNbv 0,45 m As 3216,99 mm2
1,70 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,66 Mpa 0,97 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support
ccc+0,4) Agv mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu LINKS+BENT‐UP BARS BENT‐UP BARS
SHEAR RESISTANCE BENT‐UP BARS <50% Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 134,93 mm2 st 1,11 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa
1 702102102 Mpa
6
1,702102102 MpaAgv 235,26 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 235,26 mm2 where links only provided 2 12 yesNear support 324,66 mm2
BEARING PAD
s 6 Mpa G 1,00 Mpa s/fcu 18%
W 420 mm S 5,52 Deformation 0,5h 10,00 mm OK
N 377,87 kNlimit 6,08
L 149,95 mmCompressive strain 0,05
RotationThickness limit 30,0 mm
q 77,40 kN/m 0,00294 radlimit 0,00667 VALID
6
MAIN BUILDINGS STRUCTURE T1‐10,0ROOF
SUPPORT DIMENSION
rbeam bar 70,00 mmrcolumn bar 70,00 mmcover column 35,00 mm
b 394,95 mm
L 4,61
77
MAIN BUILDINGS STRUCTURE T1‐5,0FIRST FLOOR
T1 ‐ FIRST FLOOR5 M
Md1 273,86 kN.m design moment before redistribution DL (slab) 21,5 kN/mMd2 273,9 kN.m design moment after redistribution DL (TOTAL) 27,25 kN/mfcu 35 Mpa concrete cubic strength SIDL 25,75 kN/mfy 460 Mpa steel yield strength IL 25 kN/m
Leff 4,38 mb 0,2 m Laxis 5 mho 0,25 m column 0,35 mh 0,45 mbw 0,4 mcover 40 mmrm 0,0785 m distance between the center of the bar and the botton face
d 0,62 m RESULTSAs 1266,20 mm2
fcu,d 23,33 Mpa dtotal 463 L/fy,d 400,00 Mpa ddamage 509 L/
ULS‐ DESIGN RESISTANCE MOMENT crack width 0,032 mmbsupport 264,00 mm
b 1 00 f 0 155 B i id h 110 00
1
b 1,00 f 0,155 Bearing width 110,00 mmk 0,10 Rotation VALIDk' 0,18z 0,54 m b support distance between the end of the columnx 0,18 m x<ho? YES As 1684,6 mm2 to the end of the beamAs' 0,00As 1266,20 mm2
Minimum reinforcement Minimum size Maximum areas
As 299 mm2 5,212860351 mm As, As' 9200 mm2As' 0 mm2
n A ok? bw is enought? layers rAs 1266,20 mm2 13 16 YES YES 2 0,0785As' 0,00 mm2 3 16 YES YES
1
MAIN BUILDINGS STRUCTURE T1‐5,0FIRST FLOOR
ULS‐ DESIGN RESISTANCE SHEAR
Vd 250,10 kNbv 0,20 m As 2613,81 mm2
2,01 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,75 Mpa 2,10 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) Agv mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu LINKS+BENT‐UP BARS BENT‐UP BARS
SHEAR RESISTANCE BENT‐UP BARS <50% Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 59,97 mm2 st 0,93 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa Agv min
2
1 10 yes sv 200 mm OK fyv 460 Mpa Agv min 2,012051488 MpaAgv 125,66 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 125,66 mm2 where links only provided 1 10 yesNear support 124,24 mm2
SLS ‐ CRACK WIDTH
0,0001964 M 163,07 kN.m 0,02x 0,40 m As 2613,805 mm2 fck 30 Mpa 0,00a' 0,52 m As' 603 mm2 n 6,09m 0,000179494 fctm 2,90 MPa X/d 0,38acr 0,06 m bt 0,40 m X 0,24cmin 0,052 m b 0,20 m E 27000,00
Percentage IL permanent 0,6crack width 0,032 mm A1 0,05 I1 0,000260 m4
isolated span A2 0,18 I2 0,003038 m4A 0,23cdg 0,30 Ig 0,0081 m4
Iuncracked 0,0093 m4
W1 0,02 m3 ‐5,30 Mpa e1 0,000261 7,03 Mpa c 0,00W2 ‐0,03 m3 Mfis 89,06 kN.m e2 ‐0,00020
2
MAIN BUILDINGS STRUCTURE T1‐5,0FIRST FLOOR
SLS ‐ DEFLECTION CONTROL (EC‐2)
1 (=1 for a single short‐term loading)(=0,5 for sustained loads or many cycles or repeated loading)
inf,to) 2 fcm 38,00 MpaEcm 32836,57 Mpa
cs 350 10E‐6m/ms 114,91 Mpasr 60,84 Mpa
0,720
d 621,50 mm q 78,00 kN/m 1,23 mm DL) 0,430 mmIcrak 3333304850,70 mm4 3,42 mm DL) 1,193 mm
Creep: long‐term loading Ec,eff 10945,52 Mpa 3,22 mm 8 93 mm
3
8,93 mmskrinkage S 0,06 m3
I 0,01 m4 2,39 mme 6,091/rcs 0,00
6,84 mm 12,35 mm
Deflection total 10,80 mm L/ 463Deflection damage 9,82 mm L/ 509
3
MAIN BUILDINGS STRUCTURE T1‐5,0FIRST FLOOR
BEARING PAD
s 4,6 Mpa G 1,00 Mpa s/fcu 20%
W 330 mm S 4,13 Deformation 0,5h 10,00 mm OK
N 166,73 kNlimit 4,54
L 110,00 mmCompressive strain 0,05
RotationThickness limit 22,0 mm
q 78,00 kN/m 0,00090 radlimit 0,00909 VALID
SUPPORT DIMENSION
rbeam bar 32 00 mm
4
rbeam bar 32,00 mmrcolumn bar 32,00 mmcover column 35,00 mm
b 264,00 mm
L 4,74
4
MAIN BUILDINGS STRUCTURE T1‐5,0ROOF FLOOR
T1 ‐ ROOF FLOOR5 M
Md1 291,48 kN.m design moment before redistribution DL (slab) 21,5 kN/mMd2 291,5 kN.m design moment after redistribution DL (TOTAL) 27,25 kN/mfcu 35 Mpa concrete cubic strength SIDL 18 kN/mfy 460 Mpa steel yield strength IL 25 kN/m
Leff 4,75 mb 0,2 m Laxis 5 mho 0,25 mh 0,45 mbw 0,4 mcover 40 mmrm 0,06 m distance between the center of the bar and the botton face
d 0,64 m RESULTSAs 1308,73 mm2
fcu,d 23,33 Mpa dtotal 316 L/fy,d 400,00 Mpa ddamage 355 L/
ULS‐ DESIGN RESISTANCE MOMENT crack width 0,028 mmbsupport 264,00 mm
b 1,00 f 0,159 Bearing width 110,00 mmk 0 10 Rotation VALID
1
k 0,10 Rotation VALIDk' 0,18z 0,56 m b support distance between the end of the columnx 0,18 m x<ho? YES As 1753,0 mm2 to the end of the beamAs' 0,00As 1308,73 mm2
Minimum reinforcement Minimum size Maximum areas
As 299 mm2 5,212860351 mm As, As' 9200 mm2As' 0 mm2
n A ok? bw is enought?As 1308,73 mm2 7 16 YES YESAs' 0,00 mm2 3 16 YES YES
1
MAIN BUILDINGS STRUCTURE T1‐5,0ROOF FLOOR
ULS‐ DESIGN RESISTANCE SHEAR
Vd 245,46 kNbv 0,20 m As 1407,43 mm2
1,92 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,61 Mpa 1,10 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) Agv mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu LINKS+BENT‐UP BARS BENT‐UP BARS
SHEAR RESISTANCE BENT‐UP BARS <50% Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 59,97 mm2 st 0,96 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa Agv min
1,917626953 Mpa
2
, pAgv 130,89 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 130,89 mm2 where links only provided 1 10 yesNear support 127,94 mm2
SLS ‐ CRACK WIDTH
0,0001841 M 148,77 kN.m 0,01x 0,40 m As 1407,434 mm2 fck 30 Mpa 0,00a' 0,52 m As' 603 mm2 n 6,09m 0,000155056 fctm 2,90 MPa X/d 0,29acr 0,06 m bt 0,40 m X 0,19cmin 0,052 m b 0,20 m E 27000,00
Percentage IL permanent 0,3crack width 0,028 mm A1 0,05 I1 0,000260 m4
isolated span A2 0,18 I2 0,003038 m4A 0,23cdg 0,30 Ig 0,0081 m4
Iuncracked 0,0090 m4
W1 0,02 m3 ‐4,97 Mpa e1 0,000241 6,59 Mpa c 0,00W2 ‐0,03 m3 Mfis 86,69 kN.m e2 ‐0,00018
2
MAIN BUILDINGS STRUCTURE T1‐5,0ROOF FLOOR
SLS ‐ DEFLECTION CONTROL (EC‐2)
1 (=1 for a single short‐term loading)(=0,5 for sustained loads or many cycles or repeated loading)
inf,to) 2 fcm 38,00 MpaEcm 32836,57 Mpa
cs 350 10E‐6m/ms 182,75 Mpasr 109,99 Mpa
0,638
d 640,00 mm q 70,25 kN/m 1,57 mm DL) 0,610 mmIcrak 2254197095,40 mm4 6,29 mm DL) 2,440 mm
Creep: long‐term loading Ec,eff 10945,52 Mpa 3,54 mm 14,17 mm
skrinkage S 0,03 m3I 0,01 m4 2,60 mme 6,09
3
,1/rcs 0,00
7,72 mm 20,46 mm
Deflection total 15,84 mm L/ 316Deflection damage 14,07 mm L/ 355
3
MAIN BUILDINGS STRUCTURE T1‐5,0ROOF FLOOR
BEARING PAD
s 4,65 Mpa G 1,00 Mpa s/fcu 20%
W 320 mm S 4,09 Deformation 0,5h 10,00 mm OK
N 163,64 kNlimit 4,50
L 110,00 mmCompressive strain 0,05
RotationThickness limit 22,0 mm
q 70,25 kN/m 0,00106 radlimit 0,00909 VALID
SUPPORT DIMENSION
rbeam bar 32,00 mmrcolumn bar 32,00 mm
4
,cover column 35,00 mm
b 264,00 mm
L 4,74
4
MAIN BUILDINGS STRUCTURE T1‐5,0FIRST FLOOR TERRACE
T1 ‐ FIRST FLOOR TERRACE5 M
Md1 276,38 kN.m design moment before redistribution DL (slab) 21,5 kN/mMd2 276,4 kN.m design moment after redistribution DL (TOTAL) 27,25 kN/mfcu 35 Mpa concrete cubic strength SIDL 26,5 kN/mfy 460 Mpa steel yield strength IL 25 kN/m
Leff 4,38 mb 0,2 m Laxis 5 mho 0,25 m column 0,35 mh 0,45 mbw 0,4 m P 0 kNcover 40 mmrm 0,0785 m distance between the center of the bar and the botton face
d 0,62 m RESULTSAs 1277,85 mm2
fcu,d 23,33 Mpa dtotal 457 L/fy,d 400,00 Mpa ddamage 502 L/
ULS‐ DESIGN RESISTANCE MOMENT crack width 0,032 mmbsupport 266,06 mm
b 1 00 f 0 155 B i id h 112 06
1
b 1,00 f 0,155 Bearing width 112,06 mmk 0,10 Rotation VALIDk' 0,18z 0,54 m b support distance between the end of the columnx 0,18 m x<ho? YES As 1699,2 mm2 to the end of the beamAs' 0,00As 1277,85 mm2
Minimum reinforcement Minimum size Maximum areas
As 299 mm2 5,212860351 mm As, As' 9200 mm2As' 0 mm2
n A ok? bw is enought? layers rAs 1277,85 mm2 13 16 YES YES 2 0,0785As' 0,00 mm2 3 16 YES YES
1
MAIN BUILDINGS STRUCTURE T1‐5,0FIRST FLOOR TERRACE
ULS‐ DESIGN RESISTANCE SHEAR
Vd 252,40 kNbv 0,20 m As 2613,81 mm2
2,03 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,75 Mpa 2,10 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) Agv mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu LINKS+BENT‐UP BARS BENT‐UP BARS
SHEAR RESISTANCE BENT‐UP BARS <50% Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 59,97 mm2 st 0,93 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa Agv min
2
1 10 yes sv 200 mm OK fyv 460 Mpa Agv min 2,030551086 MpaAgv 127,51 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 127,51 mm2 where links only provided 1 10 yesNear support 124,24 mm2
SLS ‐ CRACK WIDTH
0,0001986 M 164,87 kN.m 0,02x 0,40 m As 2613,805 mm2 fck 30 Mpa 0,00a' 0,52 m As' 603 mm2 n 6,09m 0,00018166 fctm 2,90 MPa X/d 0,38acr 0,06 m bt 0,40 m X 0,24cmin 0,052 m b 0,20 m E 27000,00
Percentage IL permanent 0,6crack width 0,032 mm A1 0,05 I1 0,000260 m4
isolated span A2 0,18 I2 0,003038 m4A 0,23cdg 0,30 Ig 0,0081 m4
Iuncracked 0,0093 m4
W1 0,02 m3 ‐5,36 Mpa e1 0,000261 7,10 Mpa c 0,00W2 ‐0,03 m3 Mfis 89,06 kN.m e2 ‐0,00020
2
MAIN BUILDINGS STRUCTURE T1‐5,0FIRST FLOOR TERRACE
SLS ‐ DEFLECTION CONTROL (EC‐2)
1 (=1 for a single short‐term loading)(=0,5 for sustained loads or many cycles or repeated loading)
inf,to) 2 fcm 38,00 MpaEcm 32836,57 Mpa
cs 350 10E‐6m/ms 116,18 Mpasr 60,84 Mpa
0,726
d 621,50 mm q 78,75 kN/m 1,24 mm DL) 0,430 mmIcrak 3333304850,70 mm4 3,45 mm DL) 1,193 mm
Creep: long‐term loading Ec,eff 10945,52 Mpa 3,25 mm 9 03 mm
3
9,03 mmskrinkage S 0,06 m3
I 0,01 m4 2,39 mme 6,091/rcs 0,00
6,89 mm 12,48 mm
Deflection total 10,94 mm L/ 457Deflection damage 9,96 mm L/ 502
3
MAIN BUILDINGS STRUCTURE T1‐5,0FIRST FLOOR TERRACE
BEARING PAD
s 4,55 Mpa G 1,00 Mpa s/fcu 20%
W 330 mm S 4,18 Deformation 0,5h 10,00 mm OK
N 168,27 kNlimit 4,60
L 112,06 mmCompressive strain 0,05
RotationThickness limit 22,4 mm
q 78,75 kN/m 0,00091 radlimit 0,00892 VALID
SUPPORT DIMENSION
4
SUPPORT DIMENSION
rbeam bar 32,00 mmrcolumn bar 32,00 mmcover column 35,00 mm
b 266,06 mm
L 4,73
4
MAIN BUILDINGS STRUCTURE T1‐6,5FIRST FLOOR
T1 ‐ FIRST FLOOR6,5 M
Md1 526,50 kN.m design moment before redistribution DL (slab) 21,5 kN/mMd2 526,5 kN.m design moment after redistribution DL (TOTAL) 29,25 kN/mfcu 35 Mpa concrete cubic strength SIDL 25,75 kN/mfy 460 Mpa steel yield strength IL 25 kN/m
Leff 6 mb 0,2 m Laxis 6,5 mho 0,25 m column 0,4 mh 0,65 mbw 0,4 mcover 40 mmrm 0,0825 m distance between the center of the bar and the botton face
d 0,82 m RESULTSAs 2557,94 mm2
fcu,d 23,33 Mpa dtotal 459 L/fy,d 400,00 Mpa ddamage 510 L/
ULS‐ DESIGN RESISTANCE MOMENT crack width 0,033 mmbsupport 318,16 mm
b 1 00 f 0 183 B i l h 123 16
1
b 1,00 f 0,183 Bearing length 123,16 mmk 0,11 Rotation VALIDk' 0,18z 0,70 m b support distance between the end of the columnx 0,27 m x<ho? NO As 2557,9 mm2 to the end of the beamAs' 0,00As 2557,94 mm2
Minimum reinforcement Minimum size Maximum areas
As 403 mm2 5,21286035 mm As, As' 12400 mm2As' 0 mm2
n A ok? bw is enought? layers rAs 2557,94 mm2 14 20 YES YES 2 0,0825As' 0,00 mm2 3 16 YES YES
1
MAIN BUILDINGS STRUCTURE T1‐6,5FIRST FLOOR
ULS‐ DESIGN RESISTANCE SHEAR
Vd 351,00 kNbv 0,20 m As 4398,23 mm2
2,15 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,82 Mpa 2,69 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) Agv mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu LINKS+BENT‐UP BARS BENT‐UP BARS
SHEAR RESISTANCE BENT‐UP BARS <50% Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 59,97 mm2 st 1,23 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS
2
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa
2,146788991 MpaAgv 132,67 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 132,67 mm2 where links only provided 1 10 yesNear support 163,42 mm2
SLS ‐ CRACK WIDTH
0,0002030 M 292,50 kN.m 0,03x 0,50 m As 4398,230 mm2 fck 30 Mpa 0,00a' 0,67 m As' 603 mm2 n 6,09m 0,000188886 fctm 2,90 MPa X/d 0,42acr 0,06 m bt 0,40 m X 0,34cmin 0,05 m b 0,20 m E 27000,00
Percentage IL permanent 0,4crack width 0,033 mm A1 0,05 I1 0,000260 m4
isolated span A2 0,26 I2 0,009154 m4A 0,31cdg 0,40 Ig 0,0179 m4
Iuncracked 0,0212 m4
W1 0,04 m3 ‐5,48 Mpa e1 0,000261 6,93 Mpa c 0,00W2 ‐0,05 m3 Mfis 154,55 kN.m e2 ‐0,00020
2
MAIN BUILDINGS STRUCTURE T1‐6,5FIRST FLOOR
SLS ‐ DEFLECTION CONTROL (EC‐2)
1 (=1 for a single short‐term loading)(=0,5 for sustained loads or many cycles or repeated loading)
inf,to) 2 fcm 38,00 MpaEcm 32836,57 Mpa
cs 350 10E‐6m/ms 94,25 Mpasr 48,80 Mpa
0,732
d 817,50 mm q 80,00 kN/m 1,94 mm DL) 0,709 mmIcrak 8971010527,17 mm4 4,58 mm DL) 1,676 mm
Creep: long‐term loading Ec eff 10945 52 Mpa 4 72 mm
3
Creep: long‐term loading Ec,eff 10945,52 Mpa 4,72 mm 11,17 mm
skrinkage S 0,14 m3I 0,04 m4 3,17 mme 6,091/rcs 0,00
9,83 mm 15,75 mm
Deflection total 14,17 mm L/ 459Deflection damage 12,75 mm L/ 510
3
MAIN BUILDINGS STRUCTURE T1‐6,5FIRST FLOOR
BEARING PAD
s 5 Mpa G 1,00 Mpa s/fcu 21%
W 380 mm S 4,65 Deformation 0,5h 10,00 mm OK
N 234,00 kNlimit 5,12
L 123,16 mmCompressive strain 0,05
RotationThickness limit 24,6 mm
q 80,00 kN/m 0,00103 radlimit 0,00812 VALID
SUPPORT DIMENSION
rbeam bar 70 00 mm
4
rbeam bar 70,00 mmrcolumn bar 32,00 mmcover column 35,00 mm
b 318,16 mm
L 6,18
4
MAIN BUILDINGS STRUCTURE T1‐6,5ROOF FLOOR
T1 ‐ ROOF FLOOR6,5 M
Md1 477,68 kN.m design moment before redistribution DL (slab) 21,5 kN/mMd2 477,7 kN.m design moment after redistribution DL (TOTAL) 29,25 kN/mfcu 35 Mpa concrete cubic strength SIDL 18 kN/mfy 460 Mpa steel yield strength IL 25 kN/m
Leff 6 mb 0,2 m Laxis 6,5 mho 0,25 mh 0,65 mbw 0,4 mcover 40 mmrm 0,0785 m distance between the center of the bar and the botton face
d 0,82 m RESULTSAs 1670,88 mm2
fcu,d 23,33 Mpa dtotal 329 L/fy,d 400,00 Mpa ddamage 372 L/
ULS‐ DESIGN RESISTANCE MOMENT crack width 0,027 mmbsupport 271,02 mm
b 1 00 f 0 184 B i l h 114 02
1
b 1,00 f 0,184 Bearing length 114,02 mmk 0,10 Rotation VALIDk' 0,18z 0,72 m b support distance between the end of the columnx 0,24 m x<ho? YES As 2349,3 mm2 to the end of the beamAs' 0,00As 1670,88 mm2
Minimum reinforcement Minimum size Maximum areas
As 403 mm2 5,21286035 mm As, As' 12400 mm2As' 0 mm2
n A ok? bw is enought? layers rAs 1670,88 mm2 9 16 YES YES 2 0,0785As' 0,00 mm2 3 16 YES YES
1
MAIN BUILDINGS STRUCTURE T1‐6,5ROOF FLOOR
ULS‐ DESIGN RESISTANCE SHEAR
Vd 318,45 kNbv 0,20 m As 1809,56 mm2
1,94 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,61 Mpa 1,10 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) Agv mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu LINKS+BENT‐UP BARS BENT‐UP BARS
SHEAR RESISTANCE BENT‐UP BARS <50% Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 59,97 mm2 st 1,23 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa
2
1 10 yes sv 200 mm OK fyv 460 Mpa 1,938222763 MpaAgv 132,91 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 132,91 mm2 where links only provided 1 10 yesNear support 164,22 mm2
SLS ‐ CRACK WIDTH
0,0001843 M 246,38 kN.m 0,01x 0,50 m As 1809,557 mm2 fck 30 Mpa 0,00a' 0,67 m As' 603 mm2 n 6,09m 0,000150306 fctm 2,90 MPa X/d 0,29acr 0,06 m bt 0,40 m X 0,24cmin 0,052 m b 0,20 m E 27000,00
Percentage IL permanent 0,3crack width 0,027 mm A1 0,05 I1 0,000260 m4
isolated span A2 0,26 I2 0,009154 m4A 0,31cdg 0,40 Ig 0,0179 m4
Iuncracked 0,0197 m4
W1 0,04 m3 ‐4,98 Mpa e1 0,000231 6,29 Mpa c 0,00W2 ‐0,05 m3 Mfis 143,44 kN.m e2 ‐0,00018
2
MAIN BUILDINGS STRUCTURE T1‐6,5ROOF FLOOR
SLS ‐ DEFLECTION CONTROL (EC‐2)
1 (=1 for a single short‐term loading)(=0,5 for sustained loads or many cycles or repeated loading)
inf,to) 2 fcm 38,00 MpaEcm 32836,57 Mpa
cs 350 10E‐6m/ms 183,65 Mpasr 110,09 Mpa
0,641
d 821,50 mm q 72,25 kN/m 1,89 mm DL) 0,763 mmIcrak 4744241369,16 mm4 7,83 mm DL) 3,168 mm
Creep: long‐term loading Ec,eff 10945,52 Mpa 4,29 mm 17 79 mm
3
17,79 mmskrinkage S 0,06 m3
I 0,02 m4 3,13 mme 6,091/rcs 0,00
9,30 mm 25,62 mm
Deflection total 19,76 mm L/ 329Deflection damage 17,45 mm L/ 372
3
MAIN BUILDINGS STRUCTURE T1‐6,5ROOF FLOOR
BEARING PAD
s 4,9 Mpa G 1,00 Mpa s/fcu 21%
W 380 mm S 4,39 Deformation 0,5h 10,00 mm OK
N 212,30 kNlimit 4,82
L 114,02 mmCompressive strain 0,05
RotationThickness limit 22,8 mm
q 72,25 kN/m 0,00101 radlimit 0,00877 VALID
SUPPORT DIMENSION
4
rbeam bar 32,00 mmrcolumn bar 32,00 mmcover column 35,00 mm
b 271,02 mm
L 4,73
4
MAIN BUILDINGS STRUCTURE T1‐7,50FIRST FLOOR
T1 ‐ FIRST FLOOR7,5 M
Md1 701,84 kN.m design moment before redistribution DL (slab) 21,5 kN/mMd2 701,8 kN.m design moment after redistribution DL (TOTAL) 34,23 kN/mfcu 35 Mpa concrete cubic strength SIDL 25,75 kN/mfy 460 Mpa steel yield strength IL 25 kN/m
Leff 6,73 mb 0,4 m Laxis 7,5 mho 0,2 m column 0,4 mh 0,65 mbw 0,66 mcover 40 mmrm 0,0825 m distance between the center of the bar and the botton face
d 0,77 m RESULTSAs 2627,74 mm2
fcu,d 23,33 Mpa dtotal 455 L/fy,d 400,00 Mpa ddamage 508 L/
ULS‐ DESIGN RESISTANCE MOMENT crack width 0,028 mmbsupport 370,71 mm
b 1 00 f 0 181 B i l h 135 52
1
b 1,00 f 0,181 Bearing length 135,52 mmk 0,09 Rotation VALIDk' 0,18z 0,69 mx 0,18 m x<ho? YES As 3761,1 mm2As' 0,00As 2627,74 mm2
Minimum reinforcement Minimum size Maximum areas
As 661,7 mm2 5,98912057 mm As, As' 20360 mm2As' 0 mm2
n A ok? bw is enought? layers rAs 2627,74 mm2 20 20 YES YES 2 0,0825As' 0,00 mm2 5 20 YES YES
1
MAIN BUILDINGS STRUCTURE T1‐7,50FIRST FLOOR
ULS‐ DESIGN RESISTANCE SHEAR
Vd 417,14 kNbv 0,40 m As 6283,19 mm2
1,36 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,75 Mpa 2,05 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) Agv mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu LINKS+BENT‐UP BARS BENT‐UP BARS
SHEAR RESISTANCE BENT‐UP BARS <50% Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 119,94 mm2 st 1,15 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa
2
1 10 yes sv 200 mm OK fyv 460 Mpa 1,358769463 MpaAgv 122,08 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 122,08 mm2 where links only provided 1 10 yesNear support ‐105,34 mm2
SLS ‐ CRACK WIDTH
0,0001766 M 396,17 kN.m 0,02x 0,46 m As 6283,185 mm2 fck 30 Mpa 0,01a' 0,64 m As' 1571 mm2 n 6,09m 0,000157055 fctm 2,90 MPa X/d 0,37acr 0,06 m bt 0,66 m X 0,29cmin 0,05 m b 0,40 m E 27000,00
Percentage IL permanent 0,4crack width 0,028 mm A1 0,08 I1 0,000267 m4
isolated span A2 0,43 I2 0,015104 m4A 0,51cdg 0,39 Ig 0,0275 m4
Iuncracked 0,0326 m4
W1 0,07 m3 ‐4,77 Mpa e1 0,000211 5,57 Mpa c 0,00W2 ‐0,08 m3 Mfis 240,72 kN.m e2 ‐0,00018
2
MAIN BUILDINGS STRUCTURE T1‐7,50FIRST FLOOR
SLS ‐ DEFLECTION CONTROL (EC‐2)
1 (=1 for a single short‐term loading)(=0,5 for sustained loads or many cycles or repeated loading)
inf,to) 2 fcm 38,00 MpaEcm 32836,57 Mpa
cs 350 10E‐6m/ms 93,65 Mpasr 56,34 Mpa
0,638
d 767,50 mm q 84,98 kN/m 2,12 mm DL) 0,855 mmIcrak ############# mm4 5,58 mm DL) 2,247 mm
Creep: long‐term loading Ec,eff 10945,52 Mpa 5,24 mm 13 79 mm
3
13,79 mmskrinkage S 0,19 m3
I 0,06 m4 4,06 mme 6,091/rcs 0,00
11,43 mm 19,37 mm
Deflection total 16,49 mm L/ 455Deflection damage 14,75 mm L/ 508
3
MAIN BUILDINGS STRUCTURE T1‐7,50FIRST FLOOR
BEARING PAD
s 5,4 Mpa G 1,00 Mpa s/fcu 23%
W 380 mm S 4,99 Deformation 0,5h 10,00 mm OK
N 278,09 kNlimit 5,49
L 135,52 mmCompressive strain 0,05
RotationThickness limit 27,1 mm
q 84,98 kN/m 0,00101 radlimit 0,00738 VALID
SUPPORT DIMENSION
rbeam bar 70 00 mm
4
rbeam bar 70,00 mmrcolumn bar 70,00 mmcover column 35,00 mm
b 370,71 mm
L 7,13
4
MAIN BUILDINGS STRUCTURE T1‐7,5ROOF FLOOR
T1 ‐ ROOF FLOOR7,5 M
Md1 722,84 kN.m design moment before redistribution DL (slab) 21,5 kN/mMd2 722,8 kN.m design moment after redistribution DL (TOTAL) 34,23 kN/mfcu 35 Mpa concrete cubic strength SIDL 18 kN/mfy 460 Mpa steel yield strength IL 25 kN/m
Leff 7,15 mb 0,4 m Laxis 7,5 mho 0,2 m column 0 mh 0,65 mbw 0,66 mcover 40 mmrm 0,0825 m distance between the center of the bar and the botton face
d 0,77 m RESULTSAs 2706,35 mm2
fcu,d 23,33 Mpa dtotal 336 L/fy,d 400,00 Mpa ddamage 384 L/
ULS‐ DESIGN RESISTANCE MOMENT crack width 0,026 mmbsupport 367,83 mm
b 1 00 f 0 181 B i l h 131 38
1
b 1,00 f 0,181 Bearing length 131,38 mmk 0,09 Rotation VALIDk' 0,18z 0,68 m b support distance between the end of the columnx 0,19 m x<ho? YES As 3851,5 mm2 to the end of the beamAs' 0,00As 2706,35 mm2
Minimum reinforcement Minimum size Maximum areas
As 661,7 mm2 5,98912057 mm As, As' 20360 mm2As' 0 mm2
n A ok? bw is enought? layers rAs 2706,35 mm2 14 20 YES YES 2 0,0825As' 0,00 mm2 5 20 YES YES
1
MAIN BUILDINGS STRUCTURE T1‐7,5ROOF FLOOR
ULS‐ DESIGN RESISTANCE SHEAR
Vd 404,39 kNbv 0,40 m As 4398,23 mm2
1,32 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,66 Mpa 1,43 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) Agv mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu LINKS+BENT‐UP BARS BENT‐UP BARS
SHEAR RESISTANCE BENT‐UP BARS <50% Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 119,94 mm2 st 1,15 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa
2
1 10 yes sv 200 mm OK fyv 460 Mpa 1,317218648 MpaAgv 130,54 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 130,54 mm2 where links only provided 1 10 yesNear support ‐8,56 mm2
SLS ‐ CRACK WIDTH
0,0001760 M 381,66 kN.m 0,01x 0,46 m As 4398,230 mm2 fck 30 Mpa 0,01a' 0,64 m As' 1571 mm2 n 6,09m 0,000148169 fctm 2,90 MPa X/d 0,32acr 0,06 m bt 0,66 m X 0,25cmin 0,05 m b 0,40 m E 27000,00
Percentage IL permanent 0,3crack width 0,026 mm A1 0,08 I1 0,000267 m4
isolated span A2 0,43 I2 0,015104 m4A 0,51cdg 0,39 Ig 0,0275 m4
Iuncracked 0,0315 m4
W1 0,07 m3 ‐4,75 Mpa e1 0,000211 5,56 Mpa c 0,00W2 ‐0,08 m3 Mfis 232,60 kN.m e2 ‐0,00018
2
MAIN BUILDINGS STRUCTURE T1‐7,5ROOF FLOOR
SLS ‐ DEFLECTION CONTROL (EC‐2)
1 (=1 for a single short‐term loading)(=0,5 for sustained loads or many cycles or repeated loading)
inf,to) 2 fcm 38,00 MpaEcm 32836,57 Mpa
cs 350 10E‐6m/ms 126,72 Mpasr 77,77 Mpa
0,623
d 767,50 mm q 77,23 kN/m 2,54 mm DL) 1,127 mmIcrak 9525493039,23 mm4 8,40 mm DL) 3,724 mm
Creep: long‐term loading Ec,eff 10945,52 Mpa 5,90 mm 19 49 mm
3
19,49 mmskrinkage S 0,14 m3
I 0,04 m4 4,59 mme 6,091/rcs 0,00
13,03 mm 27,90 mm
Deflection total 22,30 mm L/ 336Deflection damage 19,55 mm L/ 384
3
MAIN BUILDINGS STRUCTURE T1‐7,5ROOF FLOOR
BEARING PAD
s 5,4 Mpa G 1,00 Mpa s/fcu 23%
W 380 mm S 4,88 Deformation 0,5h 10,00 mm OK
N 269,59 kNlimit 5,37
L 131,38 mmCompressive strain 0,05
RotationThickness limit 26,3 mm
q 77,23 kN/m 0,00114 radlimit 0,00761 VALID
SUPPORT DIMENSION
rbeam bar 70 00 mm
4
rbeam bar 70,00 mmrcolumn bar 70,00 mmcover column 35,00 mm
b 367,83 mm
L 7,13
4
T1 ‐ FIRST FLOOR PRESTRESSED CONCRETE10 M
Md1 1326,22 kN.m design moment before redistribution DL (slab) 21,5 kN/mMd2 1326,2 kN.m design moment after redistribution DL (TOTAL) 34,25 kN/mfcu 50 Mpa concrete cubic strength SIDL 25,75 kN/mfy 460 Mpa steel yield strength IL 25 kN/m
Leff 9,25 mb 0,45 m Laxis 10 mho 0,2 m column 0,4 mh 0,6 mbw 0,7 mcover 40 mmrm 0,06 m distance between the center of the bar and the botton face
d 0,74 m
fcu,d 33,33 Mpafy,d 400,00 Mpa
PRESTRESSING ASSESMENT ‐ FLEXURAL TENSILE STRESSES IN CONCRETE
Design flexural strength 3,2 Mpa Class 2 Concrete C 40/50
Compressive stress limit 16,50 Mpax 4,625 m Maximum areas
A1 0,09 I1 0,000300 m4 Mdl 136,37 kN.m As, As 20400 mm2A2 0,42 I2 0,012600 m4 Msidl 505,35 kN.mA 0,51 Mil 267,38 kN.m layerscdg 0,37 Ig 0,0248 m4 2
Percentage IL permanent 0,5Iuncracked 0,0307 m4
Bottom topW1 0,07 m3 max 6595,01 11359,41 kPa Max 11359,41 kPa OK 0,23W2 ‐0,08 m3 min ‐2756,05 52,06 kPa Min ‐2756,05 kPa YES
P 1652,44 kN rm 165 mmfactor 1
PRESTRESSING: LOSS OF PRESTRESS
GUTS 1770 Mpa 1833,3333
Prestressing strand area 140 mm2diameter 15,3
Number strands 12 spacing 92,70 layers 2
Jacking force 2200 kN jacking force/GUTS 0,740
INITIAL SHRINKAGE
cs 20 10E‐6m/m
E 30000,00n 6,667
Ah 521200,000 mm2 Ih 25232208581 mm4
L 14,25 m
l 9,25 m 0,00329 vp 0,206 m
P ‐5,99 kN 0,3%
SLIP AT ANCHORAGE RELAXATION BEFORE JACKING
slip 4 mm tinitial 4 d time between prestressing to transferT 40 ºC Tmax 80 ºC
P ‐94,32 kN 4,3% tt 2,38797872 dteq 3461,22 hTtotal 3557,22488P ‐112,36 kN 5,1%
TENDON TEMPERATURE VARIATION LENGTH
TMAX‐Ta 55 ºC 1,00E‐05k 0,5
P ‐92,40 kN 4,2%
ELASTIC DEFORMATION
Pi 1894,94 kN 13,9%
P ‐36,33 kN 1,7%
LONG‐TERM LOSSES
Pi 1858,61 kN 15,5%
cs 330 10E‐6m/m
inf,to) 2
cp 3,64 Mpa
r 0,015
sr 16,59 Mpa
P ‐206,2 kN 9,4%
Ptotal 1652,44 kN 24,9% OK
0,03As 9681,3 mm2 fck 40 Mpa 0,00
SLS ‐ DEFLECTION CONTROL (EC‐2) As' 804 mm2 n 5,68fcm 48,00 Mpa X/d 0,42
1 (=1 for a single short‐term loading) bt 0,70 m X 0,31(=0,5 for sustained loads or many cycles or repeated loading) b 0,45 m
inf,to) 1,8 Mfis 290,54 kN.mEcm 35220,46 Mpa
cs 350 10E‐6m/m fctm 3,51 MPas 70,60 Mpasr 46,89 Mpa M 435,69 kN.m
0,559
d 740,00 mm q 85,00 kN/m 7,50 mm DL) 3,021 mmIcrak 1,49E+10 mm4 15,42 mm DL) 6,215 mm
Creep: long‐term loading Ec,eff 12578,74 Mpa 17,91 mm 36,84 mm 36,84 mm
skrinkage S 0,30 m3I 0,09 m4 7,13 mme 5,681/rcs 0,00
32,53 mm 52,26 mm
Deflection total 43,56 mm L/ 230Deflection damage 38,75 mm L/ 258
Limit damage 23,125 ‐15,63Limit total 30,83 ‐12,72
ULTIMATE LIMIT STATE ‐ FLEXURE
fpd 1539,13 Mpa
fpe 983,59 Mpa fpe/fpu 0,56
fpuAps/fcuA 0,12
fpb/0,87fpu 1 fpb 1339,0 Mpax/d 0,23 x 0,15 m
Mu 1280,64 kN.m
Md 1326,22 kN.m REINFORCEMENT BAR REQUIRED
Md 45,58 kN.m
b 1,00 f 0,175k 0,00k 0,00k' 0,18z 0,70 mx 0,08 m x<ho? YES As 6985,7 mm2As' 0,00As 176,98 mm2
Minimum reinforcement Minimum size
As 663 mm2 6,16793955 mmAs' 0 mm2
n A ok? bw is enought?As 663,00 mm2 16 16 YES YESAs' 0,00 mm2 4 16 YES YES
Mo 214,63ULS‐ DESIGN RESISTANCE SHEAR Vr 244,49
Vd 573,50 kNbv 0,45 m As 3216,99 mm2
1,72 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,66 Mpa 0,97 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) Agv mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu LINKS+BENT‐UP BARS BENT‐UP BARS
SHEAR RESISTANCE BENT‐UP BARS <50% Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up ba 45 º
Minimum 134,93 mm2 st 1,11 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa
1,7222222 MpaAgv 239,79 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 239,79 mm2 where links only provided 2 12 yesNear support 332,83 mm2
BEARING PAD
s 6 Mpa G 1,00 Mpa s/fcu 18%
W 380 mm S 5,82 Deformation 0,5h 10,00 mm OK
N 382,33 kNlimit 6,40
L 167,69 mmCompressive strain 0,05
RotationThickness limit 33,5 mm
q 85,00 kN/m 0,00259 radlimit 0,00596 VALID
SUPPORT DIMENSION
rbeam bar 32,00 mmrcolumn bar 70,00 mmcover column 35,00 mm
b 372,44 mm
L 4,63
MAIN BUILDINGS STRUCTURE T4‐10,0FIRST FLOOR
T4 ‐ FIRST FLOOR PRESTRESSED CONCRETE10 M
Md1 763,57 kN.m design moment before redistribution DL (slab) 10,75 kN/mMd2 763,6 kN.m design moment after redistribution DL (TOTAL) 23,50 kN/mfcu 50 Mpa concrete cubic strength SIDL 12,88 kN/mfy 460 Mpa steel yield strength IL 12,5 kN/m
Leff 9,28 mb 0,45 m Laxis 10 mho 0,2 m column 0,4 mh 0,6 mbw 0,7 mcover 40 mmrm 0,06 m distance between the center of the bar and the botton face
d 0,74 m
fcu,d 33,33 Mpafy,d 400,00 Mpa
PRESTRESSING ASSESMENT ‐ FLEXURAL TENSILE STRESSES IN CONCRETE
1
Design flexural strength 3,2 Mpa Class 2 Concrete C 40/50
Compressive stress limit 16,50 Mpax 4,625 m Maximum areas
A1 0,09 I1 0,000300 m4 Mdl 137,25 kN.m As, As 20400 mm2A2 0,42 I2 0,012600 m4 Msidl 254,37 kN.mA 0,51 Mil 134,56 kN.m layerscdg 0,37 Ig 0,0248 m4 2
Percentage IL permanent 0,3Iuncracked 0,0289 m4
Bottom topW1 0,07 m3 max 2728,06 6975,79 kPa Max 6975,79 kPa OK 0,14W2 ‐0,08 m3 min ‐2009,23 809,69 kPa Min ‐2009,23 kPa YES
P 852,81 kN rm 165 mmfactor 1
1
MAIN BUILDINGS STRUCTURE T4‐10,0FIRST FLOOR
PRESTRESSING: LOSS OF PRESTRESS
GUTS 1770 Mpa 1833,3333
Prestressing strand area 140 mm2diameter 15,3
Number strands 6 spacing 254,70 layers 2
Jacking force 1100 kN jacking force/GUTS 0,740
INITIAL SHRINKAGE
cs 20 10E‐6m/m
E 30000,00n 6,667
Ah 515600,000 mm2 Ih 24995516055 mm4
L 14,28 m
2
l 9,28 m 0,00165 vp 0,206 m
P ‐3,17 kN 0,3%
SLIP AT ANCHORAGE RELAXATION BEFORE JACKING
slip 4 mm tinitial 4 d time between prestressing to transferT 40 ºC Tmax 80 ºC
P ‐47,06 kN 4,3% tt 2,38797872 dteq 3461,22 hTtotal 3557,22488P ‐56,18 kN 5,1%
TENDON TEMPERATURE VARIATION LENGTH
TMAX‐Ta 55 ºC 1,00E‐05k 0,5
P ‐46,20 kN 4,2%
2
MAIN BUILDINGS STRUCTURE T4‐10,0FIRST FLOOR
ELASTIC DEFORMATION
Pi 947,39 kN 13,9%
P ‐9,07 kN 0,8%
LONG‐TERM LOSSES
Pi 938,32 kN 14,7%
cs 330 10E‐6m/m
inf,to) 2
cp 1,84 Mpa
r 0,015
sr 16,76 Mpa
3
P ‐85,5 kN 7,8%
Ptotal 852,81 kN 22,5% OK
3
MAIN BUILDINGS STRUCTURE T4‐10,0FIRST FLOOR
0,02As 6449,2 mm2 fck 40 Mpa 0,00
SLS ‐ DEFLECTION CONTROL (EC‐2) As' 804 mm2 n 5,68fcm 48,00 Mpa X/d 0,36
1 (=1 for a single short‐term loading) bt 0,70 m X 0,27(=0,5 for sustained loads or many cycles or repeated loading) b 0,45 m
inf,to) 1,8 Mfis 273,77 kN.mEcm 35220,46 Mpa
cs 350 10E‐6m/m fctm 3,51 MPas 61,04 Mpasr 66,33 Mpa M 256,66 kN.m
0,000
d 740,00 mm q 48,88 kN/m 4,63 mm DL) 2,228 mmIcrak 1,12E+10 mm4 11,92 mm DL) 5,731 mm
Creep: long‐term loading Ec,eff 12578,74 Mpa 10,65 mm 27,40 mm
4
skrinkage S 0,20 m3I 0,06 m4 7,18 mme 5,681/rcs 0,00
22,47 mm 39,32 mm
Deflection total 22,47 mm L/ 445Deflection damage 20,24 mm L/ 494
Limit damage 23,2 2,96Limit total 30,93 8,47
4
MAIN BUILDINGS STRUCTURE T4‐10,0FIRST FLOOR
ULTIMATE LIMIT STATE ‐ FLEXURE
fpd 1539,13 Mpa
fpe 1015,25 Mpa fpe/fpu 0,57
fpuAps/fcuA 0,06
fpb/0,87fpu 1 fpb 1339,0 Mpax/d 0,23 x 0,15 m
Mu 640,32 kN.m
Md 763,56 kN.m REINFORCEMENT BAR REQUIRED
Md 123,24 kN.m
b 1,00 f 0,175k 0,01
5
k' 0,18z 0,70 mx 0,08 m x<ho? YES As 4459,5 mm2As' 0,00As 478,56 mm2
Minimum reinforcement Minimum size
As 663 mm2 6,16793955 mmAs' 0 mm2
n A ok? bw is enought?As 663,00 mm2 16 16 YES YESAs' 0,00 mm2 4 16 YES YES
5
MAIN BUILDINGS STRUCTURE T4‐10,0FIRST FLOOR
Mo 104,38ULS‐ DESIGN RESISTANCE SHEAR Vr 194,52
Vd 329,12 kNbv 0,45 m As 3216,99 mm2
0,99 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,66 Mpa 0,97 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) YES Agv 89,96 mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu BENT‐UP BARS
Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up b 45 º
Minimum 134,93 mm2 st 1,11 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
6
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa
0,9883618 MpaAgv 74,75 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 74,75 mm2 where links only provided 2 12 yesNear support ‐269,24 mm2
BEARING PAD
s 4,9 Mpa G 1,00 Mpa s/fcu 15%
W 380 mm S 4,50 Deformation 0,5h 10,00 mm OK
N 219,42 kNlimit 4,95
L 117,84 mmCompressive strain 0,05
RotationThickness limit 23,6 mm
q 48,88 kN/m 0,00160 radlimit 0,00849 VALID
6
MAIN BUILDINGS STRUCTURE T4‐10,0FIRST FLOOR
SUPPORT DIMENSION
rbeam bar 32,00 mmrcolumn bar 32,00 mmcover column 35,00 mm
b 284,68 mm
L 4,72
77
MAIN BUILDINGS STRUCTURE T4‐5,0FIRST FLOOR
T4 ‐ FIRST FLOOR
Md1 216,20 kN.m design moment before redistribution DL (slab) 10,75 kN/mMd2 216,2 kN.m design moment after redistribution DL (TOTAL) 16,94 kN/mfcu 35 Mpa concrete cubic strength SIDL 32,88 kN/mfy 460 Mpa steel yield strength IL 12,5 kN/m
Leff 4,39 mb 0,27 m Laxis 5 mho 0,25 m column 0,35 mh 0,45 mbw 0,4 mcover 40 mmrm 0,0785 m distance between the center of the bar and the botton face
d 0,62 m RESULTSAs 999,60 mm2
fcu,d 23,33 Mpa dtotal 495 L/fy,d 400,00 Mpa ddamage 529 L/
ULS‐ DESIGN RESISTANCE MOMENT crack width 0,022 mmbsupport 264,00 mm
b 1 00 f 0 153 B i id h 110 00
1
b 1,00 f 0,153 Bearing width 110,00 mmk 0,06 Rotation VALIDk' 0,18z 0,58 m b support distance between the end of the columnx 0,10 m x<ho? YES As 1350,9 mm2 to the end of the beamAs' 0,00As 999,60 mm2
Minimum reinforcement Minimum size Maximum areas
As 321,75 mm2 5,212860351 mm As, As' 9900 mm2As' 0 mm2
n A ok? bw is enought? layers rAs 999,60 mm2 8 16 YES YES 2 0,0785As' 0,00 mm2 3 16 YES YES
1
MAIN BUILDINGS STRUCTURE T4‐5,0FIRST FLOOR
ULS‐ DESIGN RESISTANCE SHEAR
Vd 196,99 kNbv 0,27 m As 1608,50 mm2
1,17 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,58 Mpa 0,96 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) Agv mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu LINKS+BENT‐UP BARS BENT‐UP BARS
SHEAR RESISTANCE BENT‐UP BARS <50% Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 80,96 mm2 st 0,93 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa Agv min
2
1 10 yes sv 200 mm OK fyv 460 Mpa Agv min 1,17391721 MpaAgv 80,01 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 80,01 mm2 where links only provided 1 10 yesNear support 5,06 mm2
SLS ‐ CRACK WIDTH
0,0001590 M 138,08 kN.m 0,01x 0,38 m As 1608,495 mm2 fck 30 Mpa 0,00a' 0,53 m As' 603 mm2 n 6,09m 0,000120599 fctm 2,90 MPa X/d 0,28acr 0,06 m bt 0,40 m X 0,17cmin 0,052 m b 0,27 m E 27000,00
Percentage IL permanent 0,6crack width 0,022 mm A1 0,07 I1 0,000352 m4
isolated span A2 0,18 I2 0,003038 m4A 0,25cdg 0,32 Ig 0,0094 m4
Iuncracked 0,0103 m4
W1 0,03 m3 ‐4,29 Mpa e1 0,000191 5,08 Mpa c 0,00W2 ‐0,03 m3 Mfis 93,18 kN.m e2 ‐0,00016
2
MAIN BUILDINGS STRUCTURE T4‐5,0FIRST FLOOR
SLS ‐ DEFLECTION CONTROL (EC‐2)
1 (=1 for a single short‐term loading)(=0,5 for sustained loads or many cycles or repeated loading)
inf,to) 2 fcm 38,00 MpaEcm 32836,57 Mpa
cs 350 10E‐6m/ms 152,70 Mpasr 103,45 Mpa
0,541
d 621,50 mm q 62,32 kN/m 0,89 mm DL) 0,242 mmIcrak 2469486284,91 mm4 3,72 mm DL) 1,010 mm
Creep: long‐term loading Ec,eff 10945,52 Mpa 2,46 mm 10 26 mm
3
10,26 mmskrinkage S 0,04 m3
I 0,01 m4 2,21 mme 6,091/rcs 0,00
5,56 mm 13,97 mm
Deflection total 10,11 mm L/ 495Deflection damage 9,45 mm L/ 529
3
MAIN BUILDINGS STRUCTURE T4‐5,0FIRST FLOOR
BEARING PAD
s 4,4 Mpa G 1,00 Mpa s/fcu 19%
W 300 mm S 4,02 Deformation 0,5h 10,00 mm OK
N 131,33 kNlimit 4,43
L 110,00 mmCompressive strain 0,05
RotationThickness limit 22,0 mm
q 62,32 kN/m 0,00065 radlimit 0,00909 VALID
SUPPORT DIMENSION
rbeam bar 32 00 mm
4
rbeam bar 32,00 mmrcolumn bar 32,00 mmcover column 35,00 mm
b 264,00 mm
L 4,74
4
MAIN BUILDINGS STRUCTURE T4‐5,0ROOF
T4 ‐ ROOF FLOOR5 M
Md1 171,40 kN.m design moment before redistribution DL (slab) 10,75 kN/mMd2 171,4 kN.m design moment after redistribution DL (TOTAL) 17,13 kN/mfcu 35 Mpa concrete cubic strength SIDL 12 kN/mfy 460 Mpa steel yield strength IL 12,5 kN/m
Leff 4,75 mb 0,3 m Laxis 5 mho 0,25 mh 0,45 mbw 0,4 mcover 40 mmrm 0,06 m distance between the center of the bar and the botton face
d 0,64 m RESULTSAs 769,60 mm2
fcu,d 23,33 Mpa dtotal 1538 L/fy,d 400,00 Mpa ddamage 1574 L/
ULS‐ DESIGN RESISTANCE MOMENT crack width 0,005 mmbsupport 264,00 mm
b 1,00 f 0,153 Bearing width 110,00 mm
1
k 0,04 Rotation VALIDk' 0,18z 0,61 m b support distance between the end of the columnx 0,07 m x<ho? YES As 1083,0 mm2 to the end of the beamAs' 0,00As 769,60 mm2
Minimum reinforcement Minimum size Maximum areas
As 331,5 mm2 5,212860351 mm As, As' 10200 mm2As' 0 mm2
n A ok? bw is enought?As 769,60 mm2 4 16 YES YESAs' 0,00 mm2 3 12 YES YES
1
MAIN BUILDINGS STRUCTURE T4‐5,0ROOF
ULS‐ DESIGN RESISTANCE SHEAR
Vd 144,34 kNbv 0,30 m As 804,25 mm2
0,75 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,44 Mpa 0,42 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) YES Agv 59,97 mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu BENT‐UP BARS
Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 89,96 mm2 st 0,96 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa Agv min
0 751774089 M
2
0,751774089 MpaAgv 46,62 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 46,62 mm2 where links only provided 1 10 yesNear support ‐62,32 mm2
SLS ‐ CRACK WIDTH
0,0001076 M 92,72 kN.m 0,00x 0,37 m As 804,248 mm2 fck 30 Mpa 0,00a' 0,53 m As' 339 mm2 n 6,09m 2,78878E‐05 fctm 2,90 MPa X/d 0,20acr 0,06 m bt 0,40 m X 0,13cmin 0,052 m b 0,30 m E 27000,00
Percentage IL permanent 0,3crack width 0,005 mm A1 0,08 I1 0,000391 m4
isolated span A2 0,18 I2 0,003038 m4A 0,26cdg 0,33 Ig 0,0099 m4
Iuncracked 0,0105 m4
W1 0,03 m3 ‐2,91 Mpa e1 0,000121 3,30 Mpa c 0,00W2 ‐0,03 m3 Mfis 92,44 kN.m e2 ‐0,00011
2
MAIN BUILDINGS STRUCTURE T4‐5,0ROOF
SLS ‐ DEFLECTION CONTROL (EC‐2)
1 (=1 for a single short‐term loading)(=0,5 for sustained loads or many cycles or repeated loading)
inf,to) 2 fcm 38,00 MpaEcm 32836,57 Mpa
cs 350 10E‐6m/ms 193,10 Mpasr 205,25 Mpa
‐0,130
d 640,00 mm q 41,63 kN/m 0,80 mm DL) 0,330 mmIcrak 1503200501,96 mm4 5,59 mm DL) 2,300 mm
Creep: long‐term loading Ec,eff 10945,52 Mpa 1,90 mm 13,24 mm
skrinkage S 0,02 m3I 0 01 4 2 34
3
I 0,01 m4 2,34 mme 6,091/rcs 0,00
5,04 mm 18,83 mm
Deflection total 3,25 mm L/ 1538Deflection damage 3,18 mm L/ 1574
3
MAIN BUILDINGS STRUCTURE T4‐5,0ROOF
BEARING PAD
s 4,4 Mpa G 1,00 Mpa s/fcu 19%
W 300 mm S 4,02 Deformation 0,5h 10,00 mm OK
N 96,23 kNlimit 4,43
L 110,00 mmCompressive strain 0,05
RotationThickness limit 22,0 mm
q 41,63 kN/m 0,00054 radlimit 0,00909 VALID
SUPPORT DIMENSION
b b 32 00
4
rbeam bar 32,00 mmrcolumn bar 32,00 mmcover column 35,00 mm
b 264,00 mm
L 4,74
4
MAIN BUILDINGS STRUCTURE t4‐6,5roof
T4 ‐ ROOF FLOOR6,5 M
Md1 271,84 kN.m design moment before redistribution DL (slab) 10,75 kN/mMd2 271,8 kN.m design moment after redistribution DL (TOTAL) 17,13 kN/mfcu 35 Mpa concrete cubic strength SIDL 9 kN/mfy 460 Mpa steel yield strength IL 12,5 kN/m
Leff 6,2 mb 0,3 m Laxis 6,5 mho 0,25 mh 0,45 mbw 0,4 mcover 40 mmrm 0,06 m distance between the center of the bar and the botton face
d 0,64 m RESULTSAs 1220,56 mm2
fcu,d 23,33 Mpa dtotal 308 L/fy,d 400,00 Mpa ddamage 350 L/
ULS‐ DESIGN RESISTANCE MOMENT crack width 0,021 mmbsupport 267,60 mm
b 1 00 f 0 153 B i id h 110 00
1
b 1,00 f 0,153 Bearing width 110,00 mmk 0,06 Rotation VALIDk' 0,18z 0,59 m b support distance between the end of the columnx 0,11 m x<ho? YES As 1643,5 mm2 to the end of the beamAs' 0,00As 1220,56 mm2
Minimum reinforcement Minimum size Maximum areas
As 331,5 mm2 5,212860351 mm As, As' 10200 mm2As' 0 mm2
n A ok? bw is enought?As 1220,56 mm2 7 16 YES YESAs' 0,00 mm2 3 16 YES YES
1
MAIN BUILDINGS STRUCTURE t4‐6,5roof
ULS‐ DESIGN RESISTANCE SHEAR
Vd 175,38 kNbv 0,30 m As 1407,43 mm2
0,91 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,53 Mpa 0,73 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) YES Agv 59,97 mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu BENT‐UP BARS
Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 89,96 mm2 st 0,96 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa Agv min
2
1 10 yes sv 200 mm OK fyv 460 Mpa Agv min 0,913450521 MpaAgv 57,30 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 57,30 mm2 where links only provided 1 10 yesNear support ‐71,49 mm2
SLS ‐ CRACK WIDTH
0,0001602 M 143,55 kN.m 0,01x 0,37 m As 1407,434 mm2 fck 30 Mpa 0,00a' 0,53 m As' 603 mm2 n 6,09m 0,000114607 fctm 2,90 MPa X/d 0,25acr 0,06 m bt 0,40 m X 0,16cmin 0,052 m b 0,30 m E 27000,00
Percentage IL permanent 0,3crack width 0,021 mm A1 0,08 I1 0,000391 m4
isolated span A2 0,18 I2 0,003038 m4A 0,26cdg 0,33 Ig 0,0099 m4
Iuncracked 0,0109 m4
W1 0,03 m3 ‐4,32 Mpa e1 0,000181 4,91 Mpa c 0,00W2 ‐0,03 m3 Mfis 96,15 kN.m e2 ‐0,00016
2
MAIN BUILDINGS STRUCTURE t4‐6,5roof
SLS ‐ DEFLECTION CONTROL (EC‐2)
1 (=1 for a single short‐term loading)(=0,5 for sustained loads or many cycles or repeated loading)
inf,to) 2 fcm 38,00 MpaEcm 32836,57 Mpa
cs 350 10E‐6m/ms 173,89 Mpasr 122,00 Mpa
0,508
d 640,00 mm q 38,63 kN/m 2,08 mm DL) 0,922 mmIcrak 2421266271,09 mm4 9,35 mm DL) 4,144 mm
Creep: long‐term loading Ec,eff 10945,52 Mpa 4,82 mm 21 69 mm
3
21,69 mmskrinkage S 0,04 m3
I 0,01 m4 3,98 mme 6,091/rcs 0,00
10,88 mm 31,04 mm
Deflection total 21,12 mm L/ 308Deflection damage 18,56 mm L/ 350
3
MAIN BUILDINGS STRUCTURE t4‐6,5roof
BEARING PAD
s 4,5 Mpa G 1,00 Mpa s/fcu 19%
W 380 mm S 4,27 Deformation 0,5h 10,00 mm OK
N 116,92 kNlimit 4,69
L 110,00 mmCompressive strain 0,05
RotationThickness limit 22,0 mm
q 38,63 kN/m 0,00107 radlimit 0,00909 VALID
SUPPORT DIMENSION
4
SUPPORT DIMENSION
rbeam bar 32,00 mmrcolumn bar 32,00 mmcover column 35,00 mm
b 267,60 mm
4
MAIN BUILDINGS STRUCTURE T4‐7,5FIRST FLOOR
T4 ‐ FIRST FLOOR7,5 M
Md1 563,25 kN.m design moment before redistribution DL (slab) 10,75 kN/mMd2 563,2 kN.m design moment after redistribution DL (TOTAL) 23,48 kN/mfcu 35 Mpa concrete cubic strength SIDL 32,88 kN/mfy 460 Mpa steel yield strength IL 12,5 kN/m
Leff 6,75 mb 0,4 m Laxis 7,5 mho 0,2 m column 0,4 mh 0,65 mbw 0,66 mcover 40 mmrm 0,0825 m distance between the center of the bar and the botton face
d 0,77 m RESULTSAs 2108,84 mm2
fcu,d 23,33 Mpa dtotal 468 L/fy,d 400,00 Mpa ddamage 510 L/
ULS‐ DESIGN RESISTANCE MOMENT crack width 0,024 mmbsupport 354,75 mm
b 1 00 f 0 181 B i l h 119 50
1
b 1,00 f 0,181 Bearing length 119,50 mmk 0,07 Rotation VALIDk' 0,18z 0,70 mx 0,14 m x<ho? YES As 3164,5 mm2 b support distance between the end of the columnAs' 0,00 to the end of the beamAs 2108,84 mm2
Minimum reinforcement Minimum size Maximum areas
As 661,7 mm2 5,98912057 mm As, As' 20360 mm2As' 0 mm2
n A ok? bw is enought? layers rAs 2108,84 mm2 16 20 YES YES 2 0,0825As' 0,00 mm2 4 16 YES YES
1
MAIN BUILDINGS STRUCTURE T4‐7,5FIRST FLOOR
ULS‐ DESIGN RESISTANCE SHEAR
Vd 333,78 kNbv 0,40 m As 5026,55 mm2
1,09 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,69 Mpa 1,64 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support.
ccc+0,4) YES Agv 79,96 mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu BENT‐UP BARS
Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 119,94 mm2 st 1,15 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa
2
1 10 yes sv 200 mm OK fyv 460 Mpa 1,08722272 MpaAgv 78,52 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 78,52 mm2 where links only provided 1 10 yesNear support ‐231,38 mm2
SLS ‐ CRACK WIDTH
0,0001627 M 349,44 kN.m 0,02x 0,46 m As 5026,548 mm2 fck 30 Mpa 0,00a' 0,64 m As' 804 mm2 n 6,09m 0,000138303 fctm 2,90 MPa X/d 0,35acr 0,06 m bt 0,66 m X 0,27cmin 0,05 m b 0,40 m E 27000,00
Percentage IL permanent 0,4crack width 0,024 mm A1 0,08 I1 0,000267 m4
isolated span A2 0,43 I2 0,015104 m4A 0,51cdg 0,39 Ig 0,0275 m4
Iuncracked 0,0312 m4
W1 0,07 m3 ‐4,39 Mpa e1 0,000191 5,14 Mpa c 0,00W2 ‐0,08 m3 Mfis 230,43 kN.m e2 ‐0,00016
2
MAIN BUILDINGS STRUCTURE T4‐7,5FIRST FLOOR
SLS ‐ DEFLECTION CONTROL (EC‐2)
1 (=1 for a single short‐term loading)(=0,5 for sustained loads or many cycles or repeated loading)
inf,to) 2 fcm 38,00 MpaEcm 32836,57 Mpa
cs 350 10E‐6m/ms 102,45 Mpasr 67,42 Mpa
0,567
d 767,50 mm q 68,86 kN/m 1,82 mm DL) 0,620 mmIcrak ############# mm4 5,46 mm DL) 1,863 mm
Creep: long‐term loading Ec,eff 10945,52 Mpa 4,86 mm 14 61 mm
3
14,61 mmskrinkage S 0,16 m3
I 0,05 m4 4,09 mme 6,091/rcs 0,00
10,77 mm 20,07 mm
Deflection total 16,04 mm L/ 468Deflection damage 14,72 mm L/ 510
3
MAIN BUILDINGS STRUCTURE T4‐7,5FIRST FLOOR
BEARING PAD
s 4,9 Mpa G 1,00 Mpa s/fcu 21%
W 380 mm S 4,55 Deformation 0,5h 10,00 mm OK
N 222,52 kNlimit 5,00
L 119,50 mmCompressive strain 0,05
RotationThickness limit 23,9 mm
q 68,86 kN/m 0,00086 radlimit 0,00837 VALID
SUPPORT DIMENSION
rbeam bar 70 00 mm
4
rbeam bar 70,00 mmrcolumn bar 70,00 mmcover column 35,00 mm
b 354,75 mm
L 7,15
4
MAIN BUILDINGS STRUCTURE T4‐6,5FIRST
T4 ‐ FIRST FLOOR6,5 M
Md1 419,23 kN.m design moment before redistribution DL (slab) 10,75 kN/mMd2 419,2 kN.m design moment after redistribution DL (TOTAL) 18,94 kN/mfcu 35 Mpa concrete cubic strength SIDL 32,88 kN/mfy 460 Mpa steel yield strength IL 12,5 kN/m
Leff 6,02 mb 0,27 m Laxis 6,5 mho 0,25 m column 0,4 mh 0,65 mbw 0,4 mcover 40 mmrm 0,0825 m distance between the center of the bar and the botton face
d 0,82 m RESULTSAs 1473,62 mm2
fcu,d 23,33 Mpa dtotal 478 L/fy,d 400,00 Mpa ddamage 515 L/
ULS‐ DESIGN RESISTANCE MOMENT crack width 0,028 mmbsupport 306,13 mm
b 1,00 f 0,166 Bearing width 111,07 mmk 0 07 R i VALID
1
k 0,07 Rotation VALIDk' 0,18z 0,75 mx 0,15 m x<ho? YES As 2112,8 mm2 b support distance between the end of the columnAs' 0,00 to the end of the beamAs 1473,62 mm2
Minimum reinforcement Minimum size Maximum areas
As 425,75 mm2 5,212860351 mm As, As' 13100 mm2As' 0 mm2
n A ok? bw is enought? layers rAs 1473,62 mm2 10 20 YES YES 2 0,0825As' 0,00 mm2 3 16 YES YES
1
MAIN BUILDINGS STRUCTURE T4‐6,5FIRST
ULS‐ DESIGN RESISTANCE SHEAR
Vd 278,56 kNbv 0,27 m As 3141,59 mm2
1,26 Mpa design shear stress OK Asg YES Shear reinforcement? YESc 0,66 Mpa 1,42 NO
1,001,00
Form and area of shear reinforcement. Check for shear at a section a distance d from the face of the support
ccc+0,4) Agv mm2 sv 200 mm OK fyv 460 Mpac+0,4)<√fcu LINKS+BENT‐UP BARS BENT‐UP BARS
SHEAR RESISTANCE BENT‐UP BARS <50% Vsb 0,00 kNAsb 0,00 mm2 cross‐sectional area of bent‐up bars 45 º
Minimum 80,96 mm2 st 1,23 m distance between first and last 45 ºsv 300 mm bent‐up bars sb 200 mm
nlinks VALID? LINKS1 10 yes sv 200 mm OK fyv 460 Mpa Agv min
2
1 10 yes sv 200 mm OK fyv 460 Mpa Agv min 1,262018099 MpaAgv 80,86 mm2 where links+bent‐up bars are provided nlinks VALID?Agv 80,86 mm2 where links only provided 1 10 yesNear support ‐35,00 mm2
SLS ‐ CRACK WIDTH
0,0001800 M 268,71 kN.m 0,01x 0,48 m As 3141,593 mm2 fck 30 Mpa 0,00a' 0,68 m As' 603 mm2 n 6,09m 0,000154514 fctm 2,90 MPa X/d 0,33acr 0,06 m bt 0,40 m X 0,27cmin 0,052 m b 0,27 m E 27000,00
Percentage IL permanent 0,6crack width 0,028 mm A1 0,07 I1 0,000352 m4
isolated span A2 0,26 I2 0,009154 m4A 0,33cdg 0,42 Ig 0,0204 m4
Iuncracked 0,0231 m4
W1 0,05 m3 ‐4,86 Mpa e1 0,000211 5,61 Mpa c 0,00W2 ‐0,06 m3 Mfis 160,13 kN.m e2 ‐0,00018
2
MAIN BUILDINGS STRUCTURE T4‐6,5FIRST
SLS ‐ DEFLECTION CONTROL (EC‐2)
1 (=1 for a single short‐term loading)(=0,5 for sustained loads or many cycles or repeated loading)
inf,to) 2 fcm 38,00 MpaEcm 32836,57 Mpa
cs 350 10E‐6m/ms 117,46 Mpasr 70,79 Mpa
0,637
d 817,50 mm q 64,32 kN/m 1,45 mm DL) 0,427 mmIcrak 7636350645,37 mm4 4,39 mm DL) 1,292 mm
Creep: long‐term loading Ec,eff 10945,52 Mpa 4,01 mm 12,14 mm
skrinkage S 0,11 m3I 0 04 m4 3 00 mm
3
I 0,04 m4 3,00 mme 6,091/rcs 0,00
8,46 mm 16,52 mm
Deflection total 13,60 mm L/ 478Deflection damage 12,62 mm L/ 515
3
MAIN BUILDINGS STRUCTURE T4‐6,5FIRST
BEARING PAD
s 4,4 Mpa G 1,00 Mpa s/fcu 19%
W 380 mm S 4,30 Deformation 0,5h 10,00 mm OK
N 185,71 kNlimit 4,73
L 111,07 mmCompressive strain 0,05
RotationThickness limit 22,2 mm
q 64,32 kN/m 0,00077 radlimit 0,00900 VALID
SUPPORT DIMENSION
rbeam bar 70,00 mmrcolumn bar 32 00 mm
4
rcolumn bar 32,00 mmcover column 35,00 mm
b 306,13 mm
L 4,69
4