Structural Analysis and Design Project of Ls
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STRUCTURAL STEEL DESIGN
PLANS AND DRAWINGS A. VICINITY MAP 12 12 356565333
LOCATION: PUERTO PRINSESA, PALAWAN, PHILIPPINES
GUILLERMO, Lou Stalin Dominique D.J. - 2007101109
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STRUCTURAL STEEL DESIGN
B. DETAILS OF FLOOR PLAN/ FRAMING PLAN
C1
C2
C3
C5
C4
B1
S1
5.375m.
S3
S2
S4
B4 B5
B8
B6
B7
C6 B2
S5
5.375m. C8
C7
S6
S7
C9
C10
S8
C11
C12
B3 1.5m.
S10
S9
S11
S12
B9 C13
C14 10.75m.
C15 10.75m.
GUILLERMO, Lou Stalin Dominique D.J. - 2007101109
C17
C16 10.75m.
10.75m.
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STRUCTURAL STEEL DESIGN
B. DETAILS OF FLOOR PLAN/ FRAMING PLAN
C1
C2
C3
C5
C4
B1
S1
5.375m.
S3
S2
S4
B4 B5
B8
B6
B7
C6 B2
S5
5.375m. C8
C7
S6
S7
C9
C10
S8
C11
C12
B3 1.5m.
S10
S9
S11
S12
B9 C13
C14 10.75m.
C15 10.75m.
GUILLERMO, Lou Stalin Dominique D.J. - 2007101109
C17
C16 10.75m.
10.75m.
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STRUCTURAL STEEL DESIGN
GROUND FLOOR PLAN
SECOND FLOOR PLAN
GUILLERMO, Lou Stalin Dominique D.J. - 2007101109
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STRUCTURAL STEEL DESIGN
C. ELEVATIONS
GUILLERMO, Lou Stalin Dominique D.J. - 2007101109
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STRUCTURAL STEEL DESIGN
D. STRUCTURAL DETAILS AND SPECIFICATIONS
Design code: NSCP ASD sdsds 2232 2322 Strength: LC channel purlins: Fy= 170 Mpa Columns, Beams and Girders (A36 wide flanges and A36 angle bars): Fy= 248 MPa Tierods and Sagrods: Fy=248 Mpa E60xx: Fu= 415Mpa A325 fasterners: Fv= 145Mpa wwewewe A36 gusset plate: Fy= 248 Mpa
Concrete pedestal: F’c= 21 Mpa Square Base plate: Fy= 248 Mpa Computation of Forces, Moments (Criticals): use of STAAD PRO 2007 and by manual Roofing: corrugated galvanized iron (g.i.): gage 22 Slab Weight
Concrete
150 mm thick
Frame Partitions
Wood or steel studs, 13 mm. gypsum board each side
0.38 kPa
Ceiling Load
Gypsum board + mechanical duct allowance
1.2 + 0.2 = 1.4 kPa
Flooring
Concrete fill finish + hardwood flooring
0.345 + 0.19 = 0.535 kPa
Frame walls
Window, glass, frames and sash + wood sheating
0.38+ 0.855 = 1.235 kPa
GUILLERMO, Lou Stalin Dominique D.J. - 2007101109
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STRUCTURAL STEEL DESIGN
STRUCTURAL ANALYSIS AND DESIGN A. BASIS OF DESIGN
Student Number: 2007101109 Code: 101109 Z=1 Y=0 X=2 W=6 V=0 U=2 Type of Occupancy: Commercial Building (Office) Location of the Project: Puerto Prinsesa, Palawan, Philippines Type of Truss: Pratt Truss Span of Truss, ST = 10.75 meters Angle of Inclination (Truss), θ = 22.10° Bay Distance, L = 10.75 meters
1.5
L
L
L
L
Concrete slab thickness = 150mm. Beams and columns are made of wide-flange sections
GUILLERMO, Lou Stalin Dominique D.J. - 2007101109
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STRUCTURAL STEEL DESIGN
`
1.5m ROOF FRAMING PLAN LC (channel) purlins with sagrads and tierods
Roofing: corrugated galvanized iron (g.i.): gage 22 HEIGHT OF COLUMN, H
H1= 3.0m H2= 2.75m.
GUILLERMO, Lou Stalin Dominique D.J. - 2007101109
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STRUCTURAL STEEL DESIGN
Roof height
H2
0.6
H1
0.6 LEFT SIDE ELEVATION
c = -0.01
F D
H J
B
A
L C
E
G
GUILLERMO, Lou Stalin Dominique D.J. - 2007101109
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STRUCTURAL STEEL DESIGN
B. LOADING COMPUTATIONS Galvanized iron roofing gage 22 (w = 2.4 lbs/ft2)
x = ST / division of truss = 10.75 / 6 = 1.792 m.
S = x / cosө = 1.792 / cos(22.1 ) = 1.934 m. h = (tanө)*(ST/2) = 2.183 m. a. Dead Loads, DL Galvanized iron roofing gage 22 (w = 2.4 lbs/ft2)
RL= (2.4
)( )(9.81 )( ) (0.895m) = 102.86 N/m 2
b. Live Loads, LL
Tributary Area, AT = 10.75 x 10.75 = 115.5625 mm2 RLL= (0.6) (0.895) = 0.537 KN/m = 537 N/m
c. Wind Loads, WL
2.183
2.7
0.6
3.0
0.6 WL= (c) (q) H= 0.6+ 3.0 + 0.6 + 2.7 +2.183 = 9.133 meters
) = 29.962 ft
Height Zone = (9.133 m) ( C=
1.3 sin
0.5 1.3 sin 22.10 0.5 0.010908 q= 20 lb/ft ( zone III )
GUILLERMO, Lou Stalin Dominique D.J. - 2007101109
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STRUCTURAL STEEL DESIGN
c = -0.01
) (9.81 m/s ) ( ) (0.967m) = 9.26 N/m = 0.5 ( ) () (9.81 m/s ) () (0.967m) = 463.08 N/m
WLWINDWARD = 0.010908 (
WLLEEWARD
2
)(
2
2
2
C. DESIGN OF PURLINS, SAGRODS AND TIERODS
Design of Purlins Critical load = (Suction is not included)
[Getting the data from Association of Structural Engineers of the Philippines (ASEP) Steel Manual] Data Given: Fy = 170 Mpa LC 225 x 90 x 25 x 4.5
Weight, w (kg/m) Area, A (mm2)
15.81 2015
Section Modulus about X, S x (x 103 mm3)
150.8
Section Modulus about Y, S y (x 103 mm3)
30.3
GUILLERMO, Lou Stalin Dominique D.J. - 2007101109
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STRUCTURAL STEEL DESIGN
According on what we learn in the previous topic of this subject,
f bx Fbx
f by
1.00
F by
This is the formula in computing the adequacy of purlins… Where: f bx & f by = actual bending stress along X and Y axis respectively Fbx & Fby = allowable bending stress along X and Y axis respectively The section is said to economical if the interaction expression falls under the range 0.8
f bx Fbx
f by F by
0.9 .
Assume that the purlins have compact sections. If it is compact, Fbx = 0.66Fy and Fby = 0.75Fy where Fy = 170 MPa
Computing for the total weight, wT Self weight= (15.81
) (9.81 m/s ) = 155.0961 N/m 2
wT
DL LL
WT = [(155.0961+537+102.86)= 794.9561 N/m After solving the total weight, solve for the total weight components, W x and W y
Wx = WT cos22.1˚ = 794.9561 N/m (cos22.1˚) Wx = 736.5496 N/m Wy = WT sin22.1˚ = 794.0561 N/m (sin22.1˚) Wy = 299.0818 N/m
GUILLERMO, Lou Stalin Dominique D.J. - 2007101109
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STRUCTURAL STEEL DESIGN
Solving for moment about X and Y, M x and M y
Mx =
My=
Mx =
My =
Mx = 10.64 kN-m
My = 1.08 kN-m
Solving actual stress along X and Y, f bx and f by f bx = f bx =
f by = f by =
f bx =70.56 MPa
f by =40 MPa
Solving allowable stress about X and Y, Fbx and Fby Fbx = 0.66 Fy
Fby = 0.75 Fy
Fbx = 0.66 (170)
Fby = 0.75 (170)
Fbx = 112.2 MPa
Fby = 127.5 MPa
Solving for the interaction expression,
f bx f by = Fbx F by
f bx Fbx
f by F by
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