Perhitungan Sambungan Baut Kolom-Balok Baja

SAMBUNGAN BAUT

SAMBUNGAN KOLOM-BALOK  KOLOM-BALOK 

 B ≔ 15

 H ≔ 20

Dari hasil perhitungan SAP2000 diperoleh :

Direncanakan jumlah baut,

 Ruv ≔

 Pu n

n≔8

 Mu ≔ 1166.38  Pu ≔   1197.48

sehingga :

= 149.685

Direncanakan kuat putus baut,  fu ≔ 5200 Dengan :

aka :

⋅

−2

⋅

Diameter baut, d ≔ 19 Luas penampang baut,  Ab ≔ 0.25 ⋅ Jumlah bidang geser, ngeser ≔ 1 Tebal plat, tp ≔ 1 ϕ≔   0.75

sehingga :

⋅ d 2 = 2.835

! "ua "uatt ge geser :

ϕRnv ≔ ϕ ⋅ 0.5 ⋅  fu ⋅ Ab ⋅ n =   44230.483

! "uat tumpu :

ϕRn ≔ ϕ ⋅ 2.4 ⋅  d ⋅ tp ⋅fu =  17784

! "uat Tarik :

ϕRnt ≔ ϕ ⋅  0.75 ⋅  fu fu ⋅ Ab =   8293.216

Persamaan #nteraksi $eser dan Tarik :

⎛  Ruv ⎞ 2 ⎛  Rut ⎞ 2 ≤1 ―― + ― ϕRnv ϕRnt ⎝ ⎠ ⎝ ⎠  ‾‾‾‾‾‾‾‾‾‾‾  ‾‾‾‾‾‾ ‾‾‾‾‾ ⎛ ⎛  Ruv ⎞2 ⎞ 1 − ―― = 8293.168  Rut ≔ ϕRnt ⋅ ⎝ ⎝ ϕRnv ⎠ ⎠ T ≔ Rut =   8293.168 −

2

Direncanakan kuat leleh plat, Sehingga,

 fy ≔ 2400

T⋅n a ≔ ― = 1.843  fy ⋅ B

⋅

a ≔ 20

~

Jarak dari tepi plat ke baut paling ujung, Jarak minimum, 1.5 ⋅ d =  28.5 Jarak maksimum, 4 ⋅ tp + 100 Jarak antar baut dalam sumbu &ertikal, Jarak minimum, 3 ⋅ d = 57 Jarak maksimum, 15 ⋅ tp = 150

−2

= 140

% diambil

% diambil

dtepi ≔ 30

dvbaut ≔ 60

d1 ≔ dtepi − a = 10 d2 ≔ d1 + dvbaut = 70 d3 ≔ d2 + dvbaut = 130 d4 ≔ d3 + dvbaut = 190

 Σdi ≔ d1 + d2 + d3 + d4 = 40 ϕ ≔ 0.9 ''(

ϕ ⋅ f y ⋅ a 2 ⋅ B

ϕMn ≔ ―――

ϕMn = 728253.445  Mu = 116638 ⋅

2

⋅

+ T ⋅ 2 ⋅ Σdi = 728253.445

| = “...Ok!” if  ϕMn > Mu | “...Ok!” | | else “....Tidak Ok!” |

⋅