cek pembesian

6 Bar Arrangement and Calculatio n of Stress Type: B2,40m x H2,70m bottom middle top end middle end middle outside inside outside outside inside outside inside Bending moment M kgfcm ######### 5.784.311 ######### ######### ######### ######### ######### She ar ing for ce (j oin t) S kgf 378.121 0 290.317 360.628 5.000 354.072 0 Shea ri ng forc e (2d) S2d kgf 225.988 - 210.724 229.794 - 217.689 - Axial force N kgf 354.072 55.993 360.628 290.317 177.893 378.121 153.045 Height of member h cm 30 30 30 30 30 30 30 Covering depth d' cm 4 4 4 4 4 4 4 Effective height d cm 26 26 26 26 26 26 26 Effective width b cm 2400 2400 2400 2400 2400 2400 2400 Effective area bd cm2 62400 62400 62400 62400 62400 62400 62400 Youn g' s modulus rat io n - 24 24 24 24 24 24 24 Required R-bar Asr eq cm2 426,53 156,91 406,18 429,09 347,01 418,75 334,65 R-bar arrangement 16@250 16@250 16@250 1 6@250 1 6@250 1 6@250 16 @250 Reinforcement As cm2 8,04 8,04 8,04 8,04 8,04 8,04 8,04 Pe ri meter of R- ba r U ｃｍ 20,11 20,11 20,11 20,11 20,11 20,11 20,11 M/N e cm 47,038 103,303 44,757 55,596 71,515 44,046 79,187 Dis t. from neut ral axi s c cm 11,00 11,00 11,00 11,00 11,00 11,00 11,00 a' 96,1 264,9 89,3 121,8 169,5 87,1 192,6 b' 28,0 55,1 26,9 32,1 39,8 26,6 43,5 c' -727,9 -1433,6 -699,3 -835,3 -1034,9 -690,4 -1131,2 x 1,96 1,68 1,99 1,88 1,78 2,00 2,30 -294, 642 -587, 274 -282, 703 -339, 278 -4 22,0 69 -2 78,9 50 0, 06 5 (check) check check check check check check check Compressive stress sc kgf/cm2 -74447,2 -72,4 5117,7 -1276,3 -360,8 3944,7 198,1 Allowable stress sca kgf/cm2 60,0 60,0 60,0 60,0 60,0 60,0 60,0 ok ok check ok ok check check Tensile stress ss kgf/cm2 0,0 0,0 1478464,7 0,0 0,0 1133210,1 48988,5 Allowable stress ssa kgf/cm2 1400,0 1400,0 1400,0 1400,0 1400,0 1400,0 1400,0 ok ok check ok ok check check Shearing stress at joint t kgf/cm2 6,06 0,00 4,65 5,78 0,08 5,67 0,00 Allowable stress ta kgf/cm2 11,00 11,00 11,00 11,00 11,00 11,00 11,00 ok ok ok ok ok ok ok Shearing stress at 2d t2d kgf/cm2 3,62 - 3,38 3,68 - 3,49 - Allowable stress t2da kgf/cm2 5,50 - 5,50 5,50 - 5,50 - ok - ok ok - ok - Resist ing Moment Mr kgfcm 5.699.2 44 1.23 3.91 2 5.75 5.86 3 5.15 9.15 9 3.530.9 68 5.907.5 03 3.035.2 60 Mr for compre ssi on Mrc kgfcm 5.699.2 44 3.69 6.94 3 5.75 5.86 3 5.15 9.15 9 4.306.8 30 5.907.5 03 4.148.5 10 x for Mrc cm 5,515 2,376 5,595 4,751 3,503 5,810 3,251 ss for Mrc kgf/cm2 5348,8 14315,7 5251,5 6439,9 9247,0 5003,6 10076,9 Mr for tensile Mrs kgfcm 7.481.775 1.233.912 7.64 4.982 5.958.62 6 3.530.9 68 8.086.762 3.035.2 60 x for Mrs cm 11,649 4,998 11,753 10,584 8,382 12,026 7,812 sc for Mrs kgf/cm2 47,3 13,9 48,1 40,0 27,8 50,2 25,1 Di st ri buti on bar (>As /6 and >Asmin) 16@2 50 16@2 50 16@2 50 16@2 50 16@250 16@250 16@250 Reinforcement As cm2 8,04 8,04 8,04 8,04 8,04 8,04 8,04 ok ok ok ok ok ok ok Reinforcement bar for fillet 16@250 16@250 Reinforcement As cm2 8,04 8,04 Minimum requi rement of reinfo rcement bar As min = 4,5 cm2 Side wall Top slab Invert 1/1 (5)SingleBox.xlsR-bar stress

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8/16/2019 Cek Pembesian

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6 Bar Arrangement and Calculation of StressType: B2,40m x H2,70m

bottom middle top end middle end middleoutside inside outside outside inside outside inside

Bending moment M kgfcm ######### 5.784.311 ######### ######### ######### ######### #########

Shearing force (joint) S kgf 378.121 0 290.317 360.628 5.000 354.072 0Shearing force (2d) S2d kgf 225.988 - 210.724 229.794 - 217.689 -Axial force N kgf 354.072 55.993 360.628 290.317 177.893 378.121 153.045Height of member h cm 30 30 30 30 30 30 30Covering depth d' cm 4 4 4 4 4 4 4Effective height d cm 26 26 26 26 26 26 26Effective width b cm 2400 2400 2400 2400 2400 2400 2400Effective area bd cm2 62400 62400 62400 62400 62400 62400 62400Young's modulus ratio n - 24 24 24 24 24 24 24

Required R-bar Asreq cm2 426,53 156,91 406,18 429,09 347,01 418,75 334,65

R-bar arrangement 16@250 16@250 16@250 1 6@250 1 6@250 1 6@250 1 6@250

Reinforcement As cm2 8,04 8,04 8,04 8,04 8,04 8,04 8,04Perimeter of R-bar U 20,11 20,11 20,11 20,11 20,11 20,11 20,11M/N e cm 47,038 103,303 44,757 55,596 71,515 44,046 79,187Dist. from neutral axis c cm 11,00 11,00 11,00 11,00 11,00 11,00 11,00

a' 96,1 264,9 89,3 121,8 169,5 87,1 192,6 b' 28,0 55,1 26,9 32,1 39,8 26,6 43,5c' -727,9 -1433,6 -699,3 -835,3 -1034,9 -690,4 -1131,2x 1,96 1,68 1,99 1,88 1,78 2,00 2,30

-294,642 -587,274 -282,703 -339,278 -422,069 -278,950 0,065(check) check check check check check check check

Compressive stress s c kgf/cm2 -74447,2 -72,4 5117,7 -1276,3 -360,8 3944,7 198,1Allowable stress s ca kgf/cm2 60,0 60,0 60,0 60,0 60,0 60,0 60,0

ok ok check ok ok check check Tensile stress s s kgf/cm2 0,0 0,0 1478464,7 0,0 0,0 1133210,1 48988,5Allowable stress s sa kgf/cm2 1400,0 1400,0 1400,0 1400,0 1400,0 1400,0 1400,0

ok ok check ok ok check check Shearing stress at joint t kgf/cm2 6,06 0,00 4,65 5,78 0,08 5,67 0,00Allowable stress t a kgf/cm2 11,00 11,00 11,00 11,00 11,00 11,00 11,00

ok ok ok ok ok ok ok Shearing stress at 2d t 2d kgf/cm2 3,62 - 3,38 3,68 - 3,49 -Allowable stress t 2da kgf/cm2 5,50 - 5,50 5,50 - 5,50 -

ok - ok ok - ok -

Resisting Moment Mr kgfcm 5.699.244 1.233.912 5.755.863 5.159.159 3.530.968 5.907.503 3.035.260 Mr for compression Mrc kgfcm 5.699.244 3.696.943 5.755.863 5.159.159 4.306.830 5.907.503 4.148.510 x for Mrc cm 5,515 2,376 5,595 4,751 3,503 5,810 3,251

s s for Mrc kgf/cm2 5348,8 14315,7 5251,5 6439,9 9247,0 5003,6 10076,9 Mr for tensile Mrs kgfcm 7.481.775 1.233.912 7.644.982 5.958.626 3.530.968 8.086.762 3.035.260 x for Mrs cm 11,649 4,998 11,753 10,584 8,382 12,026 7,812 s c for Mrs kgf/cm2 47,3 13,9 48,1 40,0 27,8 50,2 25,1

Distribution bar (>As/6 and >Asmin) 16@250 16@250 16@250 16@250 16@250 16@250 16@250Reinforcement As cm2 8,04 8,04 8,04 8,04 8,04 8,04 8,04

ok ok ok ok ok ok ok Reinforcement bar for fillet 16@250 16@250Reinforcement As cm2 8,04 8,04

Minimum requirement of reinforcement bar As min = 4,5 cm2

Side wall Top slab Invert

1/1 (5)SingleBox.xlsR-bar stress

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