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COÂNG TRÌNH: C.ty Nhaø Theùp Tieàn Cheá B.M.B Steel ÑÒA ÑIEÅM: Ngöôøi Thuyeát Minh HAÏNG MUÏC: (^) CRANE RUN-WAY GIRDER Ngöôøi Kieåm: Input data: Rate Capacity of Crane: 3 RC = 3 MT Span of Crane 15240 A= 15,240 MM Bridge Weight: 3120 CW = 3.12 MT Hoist + Trolley Weight: 0.32 HT = 0.32 MT Wheel base: 1980 W = 1.98 m End-truck length: 2490 N = 2.49 m Number of End-truck wheel: 2 2 Service Classification (CMAA): A A
Method of Operation: Pendent Pendent
Number of Cycles of crane load: 100, Depth of Crane rail: 51 51.00 mm Weight of Crane rail: 18 18.00 kg/m Vertical Impact factor: I = 1. Span of Crane-runway girder: L = 8.00 m Vertical Deflection: 1/ Lateral Drift: 400 Yield Strength of Steel: 3, Modulus of Elasticity of Steel: E = 2,100, Poission's ratio of Steel: 0. Crane Wheel loads: Maximium vertical Wheel load: 2,440 kgf Maximium vertical Wheel load: 780 kgf Side thrust in each end-truck wheel: 332 kgf Tractive force: 244 kgf Vertical load on column near trolley 4,276 kgf Vertical load on column away from trolley 1,367 kgf Crane lateral load on building columns T= 582 kgf Crane longitudinal load on building columns = 428 kgf Cross Section's Dimensions & Properties of Crane Girder: V steel ( mm) 5 40 496 6 212 12 184 8 33,416 1, DESIGN RESULTS Axial Compressive Strength: 488 =< 17,604 (^) (kgf) Flexural about x-x axis Strength: 8,990 (^) =< 13,295 (^) (kgf.m) Flexural about y-y axis Strength: 1,020 =< 4,128 (^) (kgf.m) Shear Strength: 5,019 =< 30,548 (kgf) Fatigue Strength of tension flange: 846 =< 2, Combined Strength Ratio: (^) C.S.R. = 0.937 =< 1. Vertical Deflection: 0.740 (^) =< 1.270 (^) (cm) Lateral Drift: 1.900 =< 2.000 (^) (cm) DESIGN OF CRANE-RUNWAY GIRDER (ONE CRANE - SIMPLY SUPPORTED) NWb = No.C = dr = wr = [Dx/L] = [Dy/L] = Fy = (^) kgf/cm^2 kgf/cm^2 n = WLmax = WLmin = T 1 = T 2 = Dmax = Dmin = Web height (mm) Web thickness (mm) Top-flange breadth (mm) Top-flange thickness (mm) Bottom- flange breadth (mm) Bottom-flange thickness (mm) Moment of Inertia (cm^4 )
hw tw bft tft bfb tfb Ix Iy^ *
P =
Mx = My = Vy = Mx/Sx-t = (^) (kgf/cm (^2) ) Dx = Dy = BestMetalB^ M Buildings
COÂNG TRÌNH: C.ty Nhaø Theùp Tieàn Cheá B.M.B Steel ÑÒA ÑIEÅM: Ngöôøi Thuyeát Minh HAÏNG MUÏC: (^) CRANE RUN-WAY GIRDER Ngöôøi Kieåm: BestMetalB^ M Buildings DETAILING CALCULATION
1. Load effects (internal force) Axial compression: P = 488 kgf Bending moment about x-x direction: 8,990 kgf.m Bending moment about y-y direction: 1,020 kgf.m Maximum Vertical shear force: 5,019 kgf 2. Section Properties & Neutral axis Element Top flange 21.2^ 1.20^ 25.4^ 4.60^ 117.0^ 538. 2 V steel 4.0 0.50 4.0 3.75 15.0 56. 2 V steel 0.5^ 3.50^ 3.5^ 1.75^ 6.1^ 10. Total 32.94^ 138.1^ 605. Distance from V steel end to the neutral axis: 4.19 cm Moment of Inertia of section: 612. 33.
- About y-y axis: 1,628. Element Top flange 21.2^ 1.20^ 32.9^ 24.99^ 823.3^ 20575. Web 49.6^ 0.60^ 29.8^ 0.00^ 0.0^ 0. Bottom flange 18.4 0.80 14.7 -25.20 -370.9 9347. Total 77.4^ 452.3^ 29922. Distance from midpoint of the web to the neutral axis: 5.84 cm Moment of Inertia of section: 36,058. 33,416.
- About y-y axis: 2,045. 1,629. Section Modulus:
- About x-x axis - top side: 1,657.
- About x-x axis - bottom side: 1,062.
- About y-y axis: 153. Plastic Modulus: - Distance from top side to neutral axis of Pls: 10.82 cm
- About x-x axis: 1,438.
- About y-y axis: 199. Effective Section Area:
- For axial compression 44.
- For vertical shear: 29. Radius of Gyration:
- About x-x axis: 20.78 cm
- About y-y axis: 5.14 cm 3. Check of Slenderness of Cross Section:
- Slenderness of Top flange: 17.67 =< 25.
- Slenderness of Bottom flange: 23.00 =< 25.
- Slenderness of Web: 82.67 =< 92. 4. Check of Deflection & Drift: Mx = My = Vy = Breadth (cm) Thickness (cm) Area Ai (cm^2 ) Distance y'i (cm) Ai * y'i (cm^3 ) Ai * y'i^2 (cm^4 )
- About x 0 -x 0 axis: Ix0 = (^) cm^4
- About x-x axis: Ix =^ cm^4 Iy = (^) cm 4 Breadth (cm) Thickness (cm) Area Ai (cm^2 ) Distance y'i (cm) Ai * y'i (cm^3 ) Ai * y'i^2 (cm^4 )
- About x 0 -x 0 axis: Ix0 = (^) cm 4
- About x-x axis: Ix =^ cm^4 Iy = (^) cm^4 Iy^ *^ = (^) cm 4 Sx-c = (^) cm 3 Sx-t = (^) cm^3 Sy^ *^ = (^) cm^3 x + tft = Zx = (^) cm 3 Zy = (^) cm^3 Aeff = (^) cm 2 Aweb = (^) cm^2 rx = ry = bft/tft = = [bft/tft] bfb/tfb = = [bfb/tfb] hw/tw = = [hw/tw]
y A y^ i^ i
A
y A y^ i^ i
A
COÂNG TRÌNH: C.ty Nhaø Theùp Tieàn Cheá B.M.B Steel ÑÒA ÑIEÅM: Ngöôøi Thuyeát Minh HAÏNG MUÏC: (^) CRANE RUN-WAY GIRDER Ngöôøi Kieåm: BestMetalB^ M Buildings
- Slenderness for a compact flange: 18.
- Slenderness for a non-compact flange: 31.
- Design flexural strength, (kgf.m): 4,127.
- Slenderness ratio web: 82.
- Design shear strength, (kgf): 30,547.74 kgf 1.20E+ 1,100. 2,277.
- Bearing length (mm): 126.
- Bearing thickness (mm): 6. 322.75 =< 2,587. 6. Check of Strength:
- Axial Compressive Strength (kgf): 488.00 =< 17,603. - Axial Compressive Strength ratio: 0.
- Flexural about x-x axis strength (kgf.m): 8,989.70 =< 13,294. - Flexural Strength ratio: 0.
- Flexural about y-y axis strength (kgf.m): 1,019.66 =< 4,127. - Flexural Strength ratio: 0. 5,018.81 =< 30,547. - Shear Strength ratio: 0. 845.87 =< 2,277. - Shear Strength ratio: 0. 0. 7. Design of Transverse Stiffeners:
- Maximum distance between stiffeners (mm): a = 950.
- Breadth of stiffeners (mm): 89.
- Minimum thickness of stiffeners (mm): 6. 8. Note for Welds:
- All groove welds should be completely penetration;
- Fillet welds for connecting flange to web should be both side continuously weld;
- Leg size of fillet welds equal to minimum thickness of steel plate (web or flange). lpf = lrf = Mny/Wb = d. Shear Strength: hw/tw = Cv = kv = Vny/Wv = e. Fatigue Strength: Cf = FTH = (^) kgf/cm 2 FSR = (^) kgf/cm^2 f. Bearing Strength of Web: lbr = tbr =
- Bearing stress (kgf/cm^2 ): fbr =^ =^ 0.75Fy P = =^ Pn/Wc P/(Pn/Wc) = Mx = = Mnx/Wb Mx/(Mnx/Wb) = My = = Mny/Wb My/(Mny/Wb) =
- Shear stress (kgf/cm^2 ): Vy =^ =^ Vn/Wv Vy/(Vny/Wv) =
- Fatigue Strength of Tension flange (kgf/cm^2 ): Mx/Sx-t =^ =^ FSR (Mx/Sx-t)/FSR =
- Combined Strength Ratio (C.S.R.): bs = ts =
Ok Ok Ok Ok Ok Ok Ok Ok Section Area (cm^2 ) Unit weight of crane girder (Kg/m)
Ag
= Pn/Wc = Mnx/Wb = Mny/Wb = Vny/Wv = FSR [DDx] [DDy] BestMetalB^ M Buildings
BestMetalB^ M Buildings (ok) (ok) (Compact or Non-compact Flange) Slender Flange Slender Web
BestMetalB^ M Buildings (ok) (ok) (ok) (ok) (ok) (ok) (ok)
CRANE RUN-WAY GIRDER
Vertical Deflection: 1.270 =< 1.270 (^) (cm) Lateral Drift: 10.139 > 2.540 (cm) DETAILING CALCULATION
1. Load effects (internal force) Axial compression: P = 3,760 kgf Bending moment about x-x direction: 142,789 kgf.m Bending moment about y-y direction: 16,653 kgf.m Maximum Vertical shear force: 39,822 kgf FALSE x = 3. Axial compression: P = 0 kgf 3, Bending moment about x-x direction: 0 kgf.m 177, Bending moment about y-y direction: 0 kgf.m 21, Maximum Vertical shear force: 0 kgf FALSE x = 8.59 m x = 3. Axial compression: P = 0 kgf 5, Bending moment about x-x direction: 0 kgf.m 218, Bending moment about y-y direction: 0 kgf.m 26, Maximum Vertical shear force: 0 kgf TRUE x' = 7.82 m x = 3. Axial compression: P = 7,520 kgf 7, Bending moment about x-x direction: 249,801 kgf.m 249, Bending moment about y-y direction: 30,569 kgf.m 30, Maximum Vertical shear force: 73,828 kgf Axial compression: P = 7,520 kgf Bending moment about x-x direction: 249,801 kgf.m Bending moment about y-y direction: 30,569 kgf.m Maximum Vertical shear force: 73,828 kgf 2. Section Properties & Neutral axis Element Top flange 41.5^ 2.50^ 103.8^ 16.25^ 1685.9^ 27396. 2 V steel 15.0 1.20 36.0 14.40 518.4 7465. 2 V steel 1.2^ 13.80^ 33.1^ 6.90^ 228.5^ 1576. Total 172.87^ 2432.9^ 36438. Distance from V steel end to the neutral axis: 14.07 cm Moment of Inertia of section: Dx = Dy = a. Case 1: One crane Mx = My = Vy = b. Case 2: Two adjacent crane
- Case 1: N = W + U > L Mx = My = Vy =
- Case 2: N = W + U =< L < 2W + U Mx = My = Vy =
- Case 3: 2W + U =< L Mx = My = Vy = Mx = My = Vy = Breadth (cm) Thickness (cm) Area Ai (cm^2 ) Distance y'i (cm) Ai * y'i (cm^3 ) Ai * y'i^2 (cm^4 )
y A y^ i^ i
A
CRANE RUN-WAY GIRDER
- About y-y axis: 35,336. Element Top flange 41.5^ 2.50^ 172.9^ 74.07^ 12805.1^ 948519. Web 150.0^ 2.00^ 300.0^ 0.00^ 0.0^ 0. Bottom flange 41.5^ 2.50^ 103.8^ -76.25^ -7910.9^ 603209. Total 576.6 4894.2 1551728. Distance from midpoint of the web to the neutral axis: 8.49 cm Moment of Inertia of section: 2,117,065. 2,075,524.
- About y-y axis: 50,327. 35,381. Section Modulus:
- About x-x axis - top side: 30,074.
- About x-x axis - bottom side: 24,137.
- About y-y axis: 1,705. Plastic Modulus: - Distance from top side to neutral axis of Pls: 60.22 cm
- About x-x axis: 31,745.
- About y-y axis: 2,216. Effective Section Area:
- For axial compression 305.
- For vertical shear: 300. Radius of Gyration:
- About x-x axis: 60.00 cm
- About y-y axis: 9.34 cm 3. Check of Slenderness of Cross Section:
- Slenderness of Top flange: 16.60 =< 25.
- Slenderness of Bottom flange: 16.60 =< 25.
- Slenderness of Web: 75.00 =< 92. 4a. Deflection & Drift:
FALSE
FALSE
TRUE
4b. Check of Deflection & Drift:
- Vertical Deflection (cm): 1.27 =< 1.
- Lateral Drift (cm): 10.14 > 2. 5. Calculating of Design Strength:
- About x 0 -x 0 axis: Ix0 = (^) cm 4
- About x-x axis: Ix =^ cm^4 Iy = (^) cm^4 Breadth (cm) Thickness (cm) Area Ai (cm^2 ) Distance y'i (cm) Ai * y'i (cm^3 ) Ai * y'i^2 (cm^4 )
- About x 0 -x 0 axis: Ix0 = (^) cm^4
- About x-x axis: Ix =^ cm^4 Iy = (^) cm^4 Iy^ *^ = (^) cm^4 Sx-c = (^) cm^3 Sx-t = (^) cm 3 Sy^ *^ = (^) cm^3 x + tft = Zx = (^) cm^3 Zy = (^) cm 3 Aeff = (^) cm^2 Aweb = (^) cm 2 rx = ry = bft/tft = = [bft/tft] bfb/tfb = = [bfb/tfb] hw/tw = = [hw/tw] a. Case 1: One crane Dx = Dy = b. Case 2: Two adjacent crane Dx = Dy =
- Case 1: N = W + U > L Dx = Dy =
- Case 2: N = W + U =< L < 2W + U Dx = Dy =
- Case 3: 2W + U =< L Dx = Dy = Dx = [DDx] Dy = [DDy]
y A y^ i^ i
A
CRANE RUN-WAY GIRDER
- Bearing thickness (mm): 20.00 mm 451.92 =< 2,587. 6. Check of Strength:
- Axial Compressive Strength (kgf): 7,520.00 =< 108,556. - Axial Compressive Strength ratio: 0.
- Flexural about x-x axis strength (kgf.m): 249,801.34 > 201,396. - Flexural Strength ratio: 1.
- Flexural about y-y axis strength (kgf.m): 30,569.27 =< 45,792. - Flexural Strength ratio: 0. 73,827.87 =< 345,735. - Shear Strength ratio: 0. 1,034.91 =< 2,277. - Shear Strength ratio: 0. 1. 7. Design of Transverse Stiffeners:
- Maximum distance between stiffeners (mm): a = 2,650.
- Breadth of stiffeners (mm): 197.
- Minimum thickness of stiffeners (mm): 20. 8. Note for Welds:
- All groove welds should be completely penetration;
- Fillet welds for connecting flange to web should be both side continuously weld;
- Leg size of fillet welds equal to minimum thickness of steel plate (web or flange). tbr =
- Bearing stress (kgf/cm^2 ): fbr =^ =^ 0.75Fy P = =^ Pn/Wc P/(Pn/Wc) = Mx = = Mnx/Wb Mx/(Mnx/Wb) = My = = Mny/Wb My/(Mny/Wb) =
- Shear stress (kgf/cm^2 ): Vy =^ =^ Vn/Wv Vy/(Vny/Wv) =
- Fatigue Strength of Tension flange (kgf/cm^2 ): Mx/Sx-t =^ =^ FSR (Mx/Sx-t)/FSR =
- Combined Strength Ratio (C.S.R.): bs = ts =
Ok N/A Ok Ok Ok Over-stressed Section Area (cm^2 ) Unit weight of crane girder (kg/m)
Ag w 0
= Pn/Wc = Mnx/Wb = Mny/Wb = Vny/Wv = FSR
(ok) (ok) (ok) (ok) N/A Ixi (cm^4 ) Iyi (cm^4 )
12-LB A.S.C.E. Specifications*
Nominal Weight 12 lbs/yd 18 kg/m
Standard Length 30' 0"
Standard Drilling 2"x 4"
Joint Bar Length 16 1/8"
Joint Bar Weight 2.9lbs/pr
3.7 lbs/pr
Bolt Diameter 1/2"
Hold Down Devices^3
Standard Single^5
Head -1" Hook Bolt 1/2" 25 mm^10
Base - 2" Clip Number - 51 mm 15 37
Height - 2" Clamp & Filler F1 51 mm 20 45
Welded Stud S1 25 60
*Subject to mill accumulation Heavy Duty 30 90
Welded Holder - 35 119
Welded U-Bar - 40 127
16-LB A.S.C.E. Specifications*
Nominal Weight 16 lbs/yd 24 kg/m
Standard Length 30' 0"
Standard Drilling 2"x 4"
Joint Bar Length 16 1/8"
Joint Bar Weight 3.6lbs/pr
4.4lbs/pr
Bolt Diameter 1/2"
Hold Down Devices
Standard Single
Head 1 11/64" Hook Bolt 1/2" 30 mm
Base -2 3/8" Clip Number - 60 mm
Height - 2 3/8" Clamp & Filler F1 60 mm
Welded Stud S
*Subject to mill accumulation Heavy Duty
Welded Holder -
Welded U-Bar -
20-LB A.S.C.E. Specifications
Nominal Weight 20 lbs/yd 30 kg/m
Standard Length 30' 0"
Standard Drilling 2"x 4"
Joint Bar Length 16 1/8"
Joint Bar Weight 4.2 lbs/pr
5.0 lbs/pr
Bolt Diameter 1/2"
Hold Down Devices
Standard Single
Hook Bolt 1/2"
Clip Number 114
Head -1 11/32" Clamp & Filler F1 34 mm
Base -2 5/8" Welded Stud S1 67 mm
Height - 2 5/8" Heavy Duty^^67 mm
Welded Holder -
Welded U-Bar -
Rubber Nose
Bolted Clip 31
Welded Clip 91
25-LB A.S.C.E. Specifications
Nominal Weight 25 lbs/yd 37 kg/m
Standard Lengths 40' 0"*30' 0"
Standard Drilling 2"x 4"
Joint Bar Length 16 1/8"
Joint Bar Weight 5.7 lbs/pr
Joint Bar with
Hardware Loaïi
caàu truïc Troïng löôïng caàu truïc (kG/m)
Joint Bar with
Hardware
Joint Bar with
Hardware
12-LB A.S.C.E. Specifications*
Nominal Weight 12 lbs/yd 18 kg/m
Standard Length 30' 0"
6.6lbs/pr
Bolt Diameter 1/2"
Hold Down Devices
Standard Single
Hook Bolt 1/2"
Clip Number 114
Head -1 1/2" Clamp & Filler F1 38 mm
Base -2 3/4" Welded Stud S1 70 mm
Height - 2 3/4" Heavy Duty 70 mm
Welded Holder -
Welded U-Bar -
Rubber Nose
Bolted Clip 31
Welded Clip 91
30-LB A.S.C.E. Specifications
Nominal Weight 30 lbs/yd 45 kg/m
Standard Lengths 40' 0"*30' 0"
Standard Drilling 2"x 4"
Joint Bar Length 16 1/8"
Joint Bar Weight 7.0 lbs/pr
8.5 lbs/pr
Bolt Diameter 5/8"
Hold Down Devices
Standard Single
Hook Bolt 5/8"
Clip Number 114
Clamp & Filler F
Head -1 11/16" Welded Stud S1 43 mm
Base -3 1/8" Heavy Duty^79 mm
Height - 3 1/8" Welded Holder - 79 mm
Welded U-Bar -
Rubber Nose
Bolted Clip 31
Welded Clip 91
40-LB A.S.C.E. Specifications
Nominal Weight 40 lbs/yd 60 kg/m
Standard Lengths 40' 0"*30' 0"
Standard Drilling 2 1/2"x 5"
Joint Bar Length 20"
Joint Bar Weight 15.2 lbs/pr
18.2 lbs/pr
Bolt Diameter 3/4"
Hold Down Devices
Standard Single
Hook Bolt 3/4"
Clip Numbers 103114
Clamp & Filler F
Welded Stud S
Head -1 7/8" Heavy Duty 48 mm
Base - 3 1/2" Welded Holder - 89 mm
Height - 3 1/2" Welded U-Bar - 89 mm
Rubber Nose
Bolted Clip 31
Welded Clip 91
Joint Bar with
Hardware
Joint Bar with
Hardware
Joint Bar with
Hardware
