Sebuah jembatan dibangun dengan beban sesuai BMS 1992 dengan data-data sebagai berikut : -
jarak gelagar (b) panjang bentang (L) rasio kapasitas geser faktor beban rasio kapasitas momen
Asumsi : - tebal plat beton (t) - tinggi gelagar - f'c K-300 - fy baja A36 - Es
= = = = =
1.6 21 95 1.1 92
m m % DL %
= = = = =
0.3 1.050 26.4 248 200000
m m mpa mpa mpa
Designation Nominal
0.57500 +
= = = = =
2
LL
30 1050 3.839999988 36.07272716 29090.91 Sectional Area
Dimension(mm)
cm mm ksi ksi ksi
= = =
Weight (Kg/m)
Code
H
B
tw
tf
r
(cm2)
-
1050
350
10
12
11
186.6
-
Sectional Area (in2)
Weight (kip/in)
Konversi AISC Designation Nominal
Dimension (in)
Code -
H 41.339
B 13.78
tw 0.394
tf 0.472
a. Penampang compact :
→
l £ lp
b. Penampang non-compact :
→
lp < l £ lr
c. Penampang langsing :
→
l > lr
b f 65 Elemen 2t f FY
λ
λp
r 0.43
28.923
λr 141
Flange (sayap)
FY 10
Web (badan)
h tw
640
970
FY
FY
Elemen
λ
λp
λr
Flange (sayap)
14.583
4.128
9.140
Web (badan)
105
40.64
61.60
→
profil langsing
Eqivalensi beton ke baja 1. Modulus Elastisitas Beton (Ec) Ec = 4700√f'c Ec = 24149.0372478904 2. Menentukan Nilai n n= Es Ec 200000 n= 24149.0372478904 n= 8.2819036613 3. Menetukan Lebar Efektif bE = L
mpa
=
8 bE = 12 x t plat
bE =
3.6
m
bE =
1.6
m
360
cm
bE =
160
cm
4
bE =
bE =
21 4
bE =
bE =
5.25
m
bE =
525
cm
Sehingga beqivalen
b0
11.81102362 41.33858268 24.000
in in
beqv =
beff n 160 8 20
4. Momen Inersia 160
20 y
30
30
31.013 1.01
1
105
105
103.99
1.1 1.2 35 0.35
Komponen 1 2 3 Total
Tabel 1. Inersia Pelat Girder A (mm2) Y (mm) 4200 6 10260 525 4200 1044 18660 y=
9796500 18660 525.000
y=
Componen 1 2 3 Total Inersia Pelat Girder I= 3162771180.000 316277.118 7598.5881225533
Componen Plat Beton Plat Girder Total
A (mm2) 4200 10260 4200
I=
1009786.8 cm4 24260.225954 in4
d (mm) 519 0 519
Io + Ad2 (mm4) 1131366600 900037980 1131366600 3162771180
10786467239.583
Tabel 1. Inersia Komposit A (cm2) 600 186.600 786.6
y=
Inersia Komposit
Tabel 2. Inersia Pelat Girder Io (mm4) Y (mm) 6 50400 525 900037980 1044 50400
mm4 cm4 in4
y=
Componen Plat Beton Plat Girder Total
A.Y (mm3) 25200 5386500 4384800 9796500
Y (cm) 15 82.5
A.Y (cm3) 9000 15394.5 24394.5
24394.5 786.6 31.012586
A (cm2) 600 186.600
Tabel 2. Inersia Komposit Io (cm4) Y (cm) 15 45000 82.5 316277.1
d 16.013 51.487
Io + Ad2 (cm4) 198841.742638858 810945.1007616 1009786.84340046
5. Modulus Penampang (S) Baja Bawah Ss = 1009786.8 103.987 9710.6640384 cm3
Baja Atas Sc =
1009786.8 1.013 997235.82049 cm3
Beton Bawah Sc =
1009786.8 31.013 32560.549756 cm3
yt = y - t 1.013 cm
PEMBEBANAN A. BEBAN MATI Berat Sendiri Gelagar NO Luas Penampang (A) 1 0.01866 Kereb NO LEBAR TINGGI 1 1 0.25 Plat Jalan NO LEBAR TINGGI 1 8 0.2 Perkerasan NO LEBAR TINGGI 1 6 0.1 Genangan Air Hujan (5 cm) Railing Pipa Galvalis Ø 2.5'
W 77.00 kN/m3
Berat 1.44
W 24.00 kN/m3
Berat 6.00
W 25.00 kN/m3
Berat 40.00
W 24.00 kN/m3
Berat 14.40 3.92 1.25
BEBAN HIDUP Beban Lajur D, bentang dibawah 30 m Beban Merata (q) Beban Terpusat (p) Lebar Jalur Jalur Lalu Lintas (b1) Panjang Jembatan (L1) Panjang Tepi (L2) Panjang Rata-Rata (Lav) Panjang Maksimal (Lmax) Panjang Bentang Ekivalen Beban Rem, bentang dibawah 80 m Gaya Rem (Ttd) Perbandingan Karena Ttd lebih besar dari 5% TD maka digunakan Ttd Beban Pejalan Kaki Luas Kereb (A) Lebar 1 kereb (b2) Intensitas beban kereb (q) Pembebanan (Qtp)
8.00 44.00 8.00 21.00 10.50 15.75 21.00 21.00
250.00 240.00
42.00 1.00 3.94 3.94
Berat kN/m
Berat kN/m
Berat kN/m
Berat kN/m kN/m kN/m
KN KN m m m m m m
3 titik
12.80 70.40
KN KN
m2 m kPa kN/m
#NAME?
Analisa Beban
GELAGAR 1 A. Beban Mati Terpusat No
Nama Beban
1 2 3 4
Plat Jalan Perkerasan Berat sendiri gelagar Air Hujan
Nilai
Merata
Jumlah
Nilai 40 14.4 1.44 3.92
Total B. Beban Hidup Terpusat No
Nama Beban
1 2 3
Baban Merata Baban Terpusat Beban Rem
Total Pembebanan 1.1(Wdl) + 2 (Wll)
Nilai
Merata
Jumlah
Nilai 8.00 44.00
250
1 Total
52.86 kN/m
GELAGAR 2 A. Beban Mati Terpusat No
Nama Beban
1 2 3 4
Plat Jalan Perkerasan Berat sendiri gelagar Air Hujan
Nilai
Merata
Jumlah
Nilai 40 14.4 1.44 3.92
Total
B. Beban Hidup Terpusat No
Nama Beban
1 2 3
Baban Merata Baban Terpusat Beban Rem
Total Pembebanan 1.1(Wdl) + 2 (Wll)
Nilai
Merata
Jumlah
Nilai 8 44
250
1 Total
52.86 kN/m
GELAGAR 3 A. Beban Mati Terpusat No
Nama Beban
1 2 3 4 5 6
Plat Jalan Perkerasan Air Hujan Berat sendiri gelagar Kereb Railing Pipa Galvalis Ø 2.5'
Nilai
Merata
Jumlah
Nilai 40 14.4 3.92 1.44 6.00
1.25
3 Total B. Beban Hidup Terpusat
No
Nama Beban
1 2 3 4
Baban Merata Baban Terpusat Beban Rem Beban Pejalan Kaki
Nilai
Merata
Jumlah
8 44 250
1 3.944 Total
Total Pembebanan 1.1(Wdl) + 2 (Wll)
Nilai
47.15 kN/m
sa Beban
eban Mati Merata
Digunakan
Dimensi
Terpusat Nilai Jumlah
21 21 21 21
Merata Nilai 8 3.84 0.29 0.78 12.911
Lebar 21 21 21 21 21
ban Hidup Merata
Digunakan
Dimensi
Terpusat Nilai Jumlah
(8 x 21) 8
Merata Nilai 12.800 3.352 3.175 19.327
Lebar 21 21 21 21
eban Mati Merata
Digunakan
Dimensi 21 21 21 21
Terpusat Nilai Jumlah
Merata Nilai 8.000 3.840 0.29 0.784 12.911
Lebar 21 21 21 21 21
ban Hidup Merata
Digunakan
Dimensi
Terpusat Nilai Jumlah
(8 x 21) 8
Merata Nilai 12.800 3.352 3.175 19.327
Lebar 21 21 21 21
eban Mati Merata
Digunakan
Dimensi
Terpusat Nilai Jumlah
21 21 21 21 21
Merata Nilai 9.000 1.920 0.882 0.144 6.000 0.179 18.124
Lebar 21 21 21 21 21 21 21
ban Hidup Merata
Digunakan
Dimensi (6*7.6) 6 7.6
Terpusat Nilai Jumlah
Merata Nilai 6.400 1.676 1.587 3.944 13.607
Lebar 21 21 21 21 21
1. Pembebanan a. Beban Hidup Beban lalu lintas menurut bms'92 untuk l < 30 m beban tersebar merata (UDL) q adalah : q beban garis (KEL), P beban rem
b. Beban Mati berat plat beton berat perkerasan berat sendiri gelagar berat air hujan
2. Gaya Dalam Maksimum a. Momen Maksimum Mmax = 1.1 DL = 782.91 = 2913.71
+ +
= = =
12.800 3.352 3.175 19.32698 19.327
= = = =
8.000 3.840 0.287 0.784 12.91136 12.912
2 LL 2130.80 kNm = 2145.59119 kip-ft
Kuat Lentur Nominal (Flexural Strength) �� x �� = 28.92 in² x 36.0727 ksi 0,85f'c Ac = 0.85 x 3.84 x ( 11.811 Sehingga, C = 1043.333574316 kips
= 1043.33357 kips x 62.9921 ) = 2428.42084 kips
Gaya tekan resultan dapat diekspresikan sebagai: C = f'c ab 1043.3335743158 � = �/(0.85 �′� . �) = = 0.85 x 3.84 x 62.9921
5.07
in
Gaya tekan resultan C terletak pada jarak a/2 dari serat atas beton. Gaya tarik resultan T terletak pada titik momen dari momen kopel C dan T adalah sebesar: 41.3386 5.07 �=�/2+�−�/2 = + 11.811 ─ = 29.94 in 2 2 Kuat lentur nominal dari komponen struktur komposit tersebut : Mn = Cy = 1043.333574316 x 29.94 = Kuat lentur rencana : ∅b.Mn = 0.9 Efisiensi
=
X 2603.387045069 = 2343.048341 kip - ft
91.572639 %
b. Geser Maksimum Fmax = 1.10
DL
31240.64
+
2
LL
kip - in
=
= =
209.34 495.09
+
285.76 kN =
111.32
kip
3. Tegangan-tegangan Maksimum �_��=(�.�_�)/�
=
�_��=(�.�_�)/�
=
28116.5800868 X 0.40 = 24260.23 28116.5800868 X 41.33858268 = 24260.23
Tegangan pada bagian atas beton adalah : 28116.5800868 X 12.21 �_�=(�.� )/(�.�) = 194081.807628022 Component Concrete Plat Girder
A y 20.0 y 186.60 10 y 20.0 y
=
� =(∑▒��) / (∑▒�)
y y y( 20.0 y y 20.00 y ² + y 10.00 y ² +
+
=
186.60 y 186.60 y y 186.60 y
� (1,2)=(−�±√(�^2+4��))/2
)= = ─
0.462
ksi
47.91
ksi
1.769
ksi
y y y/2 82.5
+ +
Ay 10 15394.5
15394.5 186.60
10 10 15394.5 =
+ 15394.5 + 15394.5 = 0 31.00
cm =
12.20
The moment of inertia of this revised composite area is: 1 ��� = X 20.00 X 29790.64 + 316277.118 3 1009793.63465427 cm4 = 24260.3890127577 in4 28116.5800868 X -0.393652 ��� = = -0.46 24260.3890127577 28116.5800868 X 40.9449307 ��� = = 47.45 24260.3890127577 28116.5800868 X 12.20 �� = = 14.14 24260.3890127577 The maximum stress in the steel 47.45 ksi tension and the maximum stress in the concrete is 14.14 ksi 6. Deflection Total beban merata Inersia komposit Elastisitas baja Panjang bentang
= = = = = =
32 KN/m 0.1841172229 kip/inci 24260.3890127577 29090.91 ksi 21 m 826.771654 in
in4
in
+ 494912.2
Defleksi maksimum
=
7. Shear Connector Diameter maksimal Digunakan stud ukuran
=
d
=
0.33333 <
5 384
tf
0.4724409 in
WL4 EI
=
Ec = 24149.037 Mpa Kekuatan geser satu shear connector 0.5
x
Asc
x
=
=
Asc
=
3.14 x 0.3333 2 4
= 0.0872
3512.58723 ksi
(f'c x Ec)0.5
= 0.5 x 0.0872222 x ( = 5.0649635219 kips RgRpAscFu = 1 x = 5.6694444444 Dipakai = 5.0649635219 Jarak minimum membujur = Jarak minimum melintang = Jarak maximum membujur = Jumlah Stud yang digunakan : syarat jarak antar stud
0.18 x 826.77 4 x 29090.9 x 24260.389
x 25 = 0.47244 1 x 2 in 3 ...OK
Luas satu area shear connector
Qn =
5x 384
=
3.84 1
x
x
3512.587
0.08722 x
)0.5
65
kips kips 6d 4d 8t N = s
=
= 2 in = 1.33333 in = 3.77953 in Vu 111.32 Dipakai : = = 21.9784929 Qn 5.06496352 Total : 39.3701 x 12 = 10.737 in 44
8. Sambungan
Digunakan plat penyambung ukuran:
2 Digunakan baut ukuran:
7 in 8
A325
x
3 in 8 Fnv :
=
48
Luas baut:
Ab
=
3.14
x
ukuran baut2
3.14
x
4
0.875
2
4
=
Baja akan disambung pada bentang 12 m Nilai geser pada bagian sambungan
SAMBUNGAN DI 12 M baut bagian 1 diameter lubang:
h
7 8 jarak tengah lubang ke bagian garis tumpuan : kekuatan baut :
Rn
Upper Limit :
Rn
Digunakan :
Rn
=
=
+
1 = 16
0.9375
in
Lc
= Le -
h 2
=
2
-
=
3
-
x = 1.2 x Fu x Lc t = 1.2 x 24.54007 x 2 x 0.75 = 33.8192878 kips x = 2.4 x d x t Fu = 2.4 x 0.875 x 1 x 24.54 = 38.6506147 kips 33.81928784 kips untuk baut bagian 1
baut bagian 2 diameter lubang:
h
7 8 jarak tengah lubang ke bagian garis tumpuan : kekuatan baut :
Rn
Upper Limit :
Rn
Digunakan :
Rn
=
= = = = = = =
1.2 x 1.2 x 55.9053534 2.4 x 2.4 x 38.6506147 38.6506147
h
=
+
1 = 16
0.9375
in
Lc =
s
x Fu x Lc t 24.54007 x 3 x 0.75 kips x d x t Fu 0.875 x 1 x 24.54 kips kips untuk baut bagian 2
baut bagian 3 diameter lubang:
7 8
-
+
1 = 16
0.9375
in
h 2
jarak tengah lubang ke bagian garis tumpuan : kekuatan baut :
Upper Limit :
Digunakan :
Rn
Rn
Rn
= = = = = = =
1.2 x 1.2 x 122.16355 2.4 x 2.4 x 38.6506147 38.6506147
h
=
s
Lc = Fu x 24.54007 x kips d x 0.875 x kips kips
Lc 6
x
t 0.75
x
Fu 24.54
x
t 1
-
x
h 2
=
6
-
h 2
=
9
-
untuk baut bagian 3
baut bagian 4 diameter lubang:
7 8 jarak tengah lubang ke bagian garis tumpuan : kekuatan baut :
Rn
Upper Limit :
Rn
Digunakan :
Rn
= = = = = = =
1.2 x 1.2 x 188.421747 2.4 x 2.4 x 38.6506147 38.6506147
+
1 = 16
Fu x 24.54007 x kips d x 0.875 x kips kips
0.9375
in
Lc =
s
-
x Lc 8.53125 x
t 0.75
x
Fu 24.54
t 0.75
x
untuk baut bagian 4
Assume that bolt threads are in planes of shear Rn = = =
Fnv x 48 x 57.6975
Ab x 0.60101563 x kips
2 Planes of shear 2 Planes of shear
LFRD Solution Load and resistance ∅ Rn = 0.75 x = 43.273125
57.6975 kips
Beban terfaktor Pu = 1.1 D + = 1.1 60.964826 + = 249.5774583002 kips
2 2
Jumlah baut yang dibutuhkan : Pu 249.577458 N = = ∅Rn 43.273125 Jumlah total bagian yang dibutuhkan
L 91.25807
=
5.7674933 =
~
banyak bagian
6
baut/bagian x
jumlah baut per bagia
= =
x
8 48
6 baut
Pengecekan terhadap momen
= =
momen akiba momen tahan
Nilai momen akibat beban terfaktor pada bagian sambungan
SAMBUNGAN DI 12 M Jarak antara baut Bagian 1 Baris Baut 1 2 3 4
Bagian 2 Baris Baut 1
=
Rn 33.8192878439 33.8192878439 33.8192878439 33.8192878439 Total
6.34271654 in
l 25.4807579 18.2005413 10.9203248 3.64010827
Momen 861.7410850229 615.529346445 369.317607867 123.105869289 1969.693908624
Rn l Momen 38.6506146788 25.4807579 984.8469543119
Bagian 3 Baris Baut 1 2 3 4
Bagian 4 Baris Baut 1
Rn 38.650615 38.650615 38.650615 38.650615 Total
Rn 38.650615
2 3 4
38.6506146788 18.2005413 703.4621102228 38.6506146788 10.9203248 422.0772661337 38.6506146788 3.64010827 140.6924220446 Total 2251.078752713
Total momen tahanan untuk satu segmen Total momen tahanan untuk satu sisi
Gambar Rencana Jembatan
: :
2 3 4
8722.930166763 kips-ft 17445.86033353 kips-ft
38.650615 38.650615 38.650615 Total
>
1493.57
KN/m KN/m KN/m KN/m KN/m KN/m KN/m KN/m KN/m KN/m2 KN/m2
6.4516
39.370
rletak pada titik berat profil WF, lengan
2603.387045 kip - ft
494912.2328 =
24260.389
= 1.587159 in
0.0872 in2
Dipakai :
mbung ukuran:
22 44
untuk setengah untuk satu balok
2
x
3 in 8
0.601016
in2
Fu = 24.54
0.9375 2
0.9375 2
=
1.53125 in
=
2.53125 in
0.9375 2
=
5.53125 in
0.9375 2
=
8.53125 in
h baut per bagian
momen akibat beban terfaktor momen tahanan akibat baut
Total
Mu
l 25.48076 18.20054 10.92032 3.640108
=
1493.57592
Momen 984.84695431 703.46211022 422.07726613 140.69242204 2251.0787527
l Momen 25.48076 984.84695431
Total
18.20054 703.46211022 10.92032 422.07726613 3.640108 140.69242204 2251.0787527
1493.57592 kips-ft
…aman
LAMPIRAN
KONVERSI 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
m m m2 kg kg/cm2 kip/ft2 kip/ft2 kip ksi KN KNm mpa ft mm cm2 kg/m cm cm3 cm4 kg/m
39.37007874 3.280839895 10.76391042 0.0022046225 2.04815625 6.94445 0.001 1000 1 0.224847425 0.736377025 0.145454545 12 0.03937008 0.15500031 1 0.39370079 0.06102374 0.02402510 0.00980665
in ft ft pound (lb) kip/ft2 lb/in2 lb/ft2 pound (lb) kip/in2 kip kip-ft ksi inci inci inci2 kip/in inci inci3 inci4 KN/m
0
111.54856 15.829259 0.8772287 70.4 12.8
c o c o
c o c o
c co o c co o
c o c o
AISC MEMBER DIMENSIONS AND PROPERTIES VI W, S, M, HP Shapes
C, MC Shapes
Y
WT, ST, MT Shapes
Y Y
k1=0.75 k=0.832
tf=0.43
tf=0.343 bf=5.75 y=1.07 tf=0.36
x(bar)=0.514 d=15.9
X
T
X
d=5.09 tw=0.295
tw=0.437
bf=6.99
A= d= tw = bf = tf = T= k= k1 = gage = rt = d/Af = Ix = Sx = rx = Iy = Sy = ry = Zx =
W16x36 10.60 15.900 0.295 6.990 0.430 13-5/8 0.8320 0.7500 3-1/2 1.790 5.28 448.00 56.50 6.510 24.50 7.00 1.520 64.00
d=8
X
d=6
tw=0.24
bf=2.16
in.^2 in. in. in. in. in. in. in. in. in. in.^4 in.^3 in. in.^4 in.^3 in. in.^3
A= d= tw = bf = tf = T= k= gage = x(bar) = eo = d/Af = Ix = Sx = rx = Iy = Sy = ry = J=
C6x13 3.81 6.000 0.437 2.160 0.343 4-3/8 0.8125 1-3/8 0.514 0.380 8.10 17.30 5.78 2.130 1.05 0.64 0.524 0.24
in.^4
A= d= tw = bf = tf = k= Ix = Sx = rx = y= Iy = Sy = ry = J= Cw =
in.^3
a=
in.^2 in. in. in. in. in. in. in. in. in. in.^4 in.^3 in.
in. in.^4
ro(bar) = H=
WT5x11 3.24 5.090 0.240 5.750 0.360 0.6600 6.88 1.72 1.460 1.070 5.71 1.99 1.330 0.119 0.107 1.53 2.16 0.830
in.^2 in. in. in. in. in. in.^4 in.^3 in. in. in.^4 in.^3 in. in.^4 in.^6 in. in.
d= b= t= k= wt./ft. = A= Ix = Sx = rx = y= Iy = Sy = ry = x= rz = TAN() = J= Cw =
Zy = J= Cw =
a= Wno = Sw = Qf = Qw =
10.80 0.55 1460 83.29 26.90 20.20 11.10 31.50
in.^3
Cw =
in.^4
a=
in.^6
ro(bar) = H=
in.
7.19 8.86 2.37 0.858
in.^6 in. in.
a= ro(bar) = H=
in.^2 in.^4 in.^3 in.^3
Reference: The shapes contained in this database are a compilation of those listed in the current AISC "Shapes Database" CD-ROM Version 3.0 (June, 2001), as well as those listed in the AISC 9th Edition Manual of Steel Construction (1989).
NOMENCLATURE FOR AISC MEMBER PROPERTIES AND DIMENSIONS: A = Cross-sectional area of member (in.^2) d = Overall depth of member, parallel to X-axis (in.) tw = Thickness of web of member (in.) bf = Width of flange of member (in.) tf = Thickness of flange of member (in.) T = Distance between fillets for wide-flange or channel shape (in.) = d-(2*k) k = Distance from outer face of flange to web toe of fillet (in.) k1 = Distance from web centerline to flange toe of fillet (in.) gage = Standard gage (bolt spacing) for member (in.) (Note: gages for angles are available by viewing comment box at cell K18.) rt = Radius of gyration of compression flange plus 1/3 of compression web area, taken about an axis in plane of web (in.) d/Af = Ratio of of total depth of member to area of compression flange of member = d/(b f*tf) Ix = Moment of inertia of member taken about X-axis (in.^4) Sx = Elastic section modulus of member taken about X-axis (in.^3) rx = Radius of gyration of member taken about X-axis (in.) = SQRT(I x/A) Iy = Moment of inertia of member taken about Y-axis (in.^4) Sy = Elastic section modulus of member taken about Y-axis (in.^3) ry = Radius of gyration of member taken about Y-axis (in.) = SQRT(I y/A) Zx = Plastic section modulus of member taken about X-axis (in.^3) Zy = Plastic section modulus of member taken about Y-axis (in.^3) J = Torsional constant of member (in.^4) Cw = Warping constant (in.^6) a = Torsional property, a = SQRT(E*Cw/G*J) E = Modulus of elasticity of steel = 29,000 ksi G = Shear modulus of elasticity of steel = 11,200 ksi W no = Normalized warping function at a point at the flange edge (in.^2) Sw = Warping statical moment at a point on the cross section (in.^4) Qf = Statical moment for a point in the flange directly above the vertical edge of the web (in.^3) Qw = Statical moment at the mid-depth of the section (in.^3) x(bar) = Distance from outside face of web of channel shape to Y-axis (in.)
eo = Horizontal distance from the outer edge of a channel web to its shear center (in.) = (approx.) t f*(d-tf)^2*(bf-tw/2)^2/(4*Ix)-tw/2 xo = x-coordinate of shear center with respect to the centroid of the section (in.) yo = y-coordinate of shear center with respect to the centroid of the section (in.) ro(bar) = Polar radius of gyration about the shear center (in.) = SQRT(x o^2+yo^2+(Ix+Iy)/A) H = Flexural constant, H = 1-(xo^2+yo^2)/ro(bar)^2) LLBB = Long legs back-to-back for double angles SLBB = Short legs back-to-back for double angles STD = Standard weight (Schedule 40) pipe section XS = Extra strong (Schedule 80) pipe section XXS = Double-extra strong pipe section
NSIONS AND PROPERTIES VIEWER Single Angles
Double Angles
Rectangular HSS Y
Y
Y t=0.349
b=5 t=0.375 x=2.4 t=1.125
X X
d=3.5
X
H=8
y=2.4 b=8 (0, 3/8, or 3/4 gap)
L8x8x1-1/8
8 8 1.125 1.7500 57.20 16.80 98.10 17.50 2.410 2.400 98.10 17.50 2.410 2.400 1.560 1.000 7.13 32.5
B=6
2L5x3-1/2x3/8SLBB in. in. in. in. plf. in.^2 in.^4 in.^3 in. in. in.^4 in.^3 in. in. in.
d= b= t= k= wt./ft. = A= Ix = Sx = rx = y= ry(0) = ry(3/8) = ry(3/4) = ro(bar) = H=
3.5 5 0.375 0.8125 20.80 6.10 6.31 2.38 1.020 0.854 2.260 2.390 2.540 2.56 0.933
in. in. in. in. plf. in.^2 in.^4 in.^3 in. in. in. in. in. in.
d= b= t= wt./ft. = A= Ix = Sx = rx = Iy = Sy = ry = Zx = Zy = J=
8 6 0.349 32.50 8.97 79.10 19.80 2.970 50.60 16.90 2.380 24.10 19.80 100.00
in. in. in. plf. in.^2 in.^4 in.^3 in. in.^4 in.^3 in. in.^3 in.^3 in.^4
Round HSS & Pipes Y
in.^4 in.^6
HSS8x6x3/8
Plates
t=0.322
base are a urrent AISC on 3.0 (June, AISC 9th on (1989).
3.44 4.29 0.633
Y
in.
t=0.375
in.
X
X
O.D.=8.63 b=12
I.D.=7.98 t= b= wt./ft. = A= Ix = Sx = rx = Iy = Sy = ry = J=
3/ 8 12 15.31 4.500 0.053 0.281 0.108 54.000 9.000 3.464 54.053
in. in. plf. in.^2 in.^4 in.^3 in. in.^4 in.^3 in. in.^4
PIPE8STD
O.D. = I.D. = t= wt./ft. = A= I= S= r= J=
8.63 7.98 0.322 28.60 8.40 72.50 16.80 2.940 145.00
in. in. in. plf. in.^2 in.^4 in.^3 in. in.^4
bf-tw/2)^2/(4*Ix)-tw/2
