Industrial Safety Unit-IV workplace health and safety.ppt
Structural Design Calculations of Cement Mill 4
1. CIVIL – STRUCTURAL DESIGN CALCULATION
AND ANALYSIS OF REINCORCED
CONCRETE WORKS
PROJECT TITLE
PROPOSED RC COLUMNS FOR
TRANSPORTER STRUCTURAL STEEL
FRAME OF CEMENT MILL 4
OWNER / PROJECT LOCATION
MABUHAY FILCEMENT INC.
South Poblacion, San Fernando, Cebu, Philippines
DESCRIPTION OF JOB ORDER
DESIGN CHECK CALCULATIONS & ANALYSIS
OF REINFORCED SQUARE COLUMNS FOR TRANSPORTER
STRUCTURAL STEEL FRAME
PREPARED BY
2015 of MAY
South Poblacion, San Fernando,
Cebu, Philippines
Tel. No. : 488-9788
2. 1. GENERAL INFORMATIONS
1.1 Scope
This criteria covers the civil design check analysis for the proposed transporter
structural steel frames reinforced concrete square columns for Cement Mill 4 at
Mabuhay Filcement Inc. Plant located at San Fernando Cebu Philippines.
1.2 Units of Measurements
The units of measurements for the design calculations are in S.I system units,
unless otherwise noted.
1.3 Codes, Standards & References
Except as modified by the governing codes and by the specifications, the design
and construction shall comply with the applicable provisions and
recommendations of the following as stated below.
NSCP 2001 National Structural Code of the Philippines
NSCP C101 – 01
Volume 1 : Buildings, Towers and Other Vertical Structures
Fifth Edition
ACI 318-99 American Concrete Institute Manual
UBC 94 Uniform Building Code Manual
2. CIVIL-STRUCTURAL DESIGN
2.1 Member Design Method
For Concrete Allowable Stress Design
Load Resistance Factored Design
3. 2.2 Material Properties
2.2.1 Concrete
Design Strength = 3,000 psi
Modulus of Elasticity (E) = 21,526.0 MPa
Poisson’s Ratio (U) = 0.20
Specified compressive strength = 20.7 MPa
2.2.2 Deformed Steel Reinforcements Bars
For Bar #3 (10-mmФ), Bar #5 (16-mmФ)
ASTM Standard = A615-85
Grade = 40
Min. Yield Strength (fy) = 276 MPa
Min. Tensile Stress (Fu) = 413.68 MPa
Modulus of Elasticity of Steel = 200,000 MPa
2.2.3 Soil Bearing Capacity
Recommended Allowable Soil Bearing Capacity = 5000 psf (239 kPa)
(Reference from CN Ramientos Consultancy)
Assumption Value to be used in the design = 200 kPa
3. DESIGN LOADINGS
3.1 Dead Loads (DL)
3.1.1 Unit weights of major construction materials
Concrete = 2400 kg/m3
Soil / Earth = 1650 kg/ m3
Steel Reinforcement Bars = 7850 kg/m3
3.1.2 Distribution of Loads
The dead loads shall act in the gravitational direction upon tributary
areas projected from the horizontal plane axis.
Cyclone Load (for 2-pcs) = 5-tons (44.482 kN)
Separator Load (1-pc) = 3-tons (26.689 kN)
Belt Conveyor Load = 1-ton (8.896 kN)
4. 3.2 Operational Loads (OP)
• Cyclone Operational Load = 25% X Cyclone Load
• Separator Operationa Load = 25% X Separator Load
• Belt Conveyor Operationa Load = 25% X Belt Conveyor Load
3.3 Vibration Loads (VL)
• Cyclone Vibration Load = 50% X Cyclone Load
• Separator Vibration Load = 50% X Separator Load
• Belt Conveyor Vibration Load = 50% X Belt Conveyor Load
3.4 Soil / Earth Pressure Loads (H)
At Depth 3.0-meter below the NGL/FFL PHt_2.0 = 24 kN / m
3.5 Earthquake Loads (E)
Auto Program UBC 97
• Seismic Coefficients Zone Factor = 0.2
Soil Type = SE
Importance factor = 1.0
• Overstrength Coefficients R = 8.5
3.6 Load Combinations (COMB)
All the Structural elements shall be designed according to the following load
combinations as stated by the codes whichever produces the most unfavorable
effect.
3.6.1 Load Combinations using ASD at Service Limit States
SC1 = 1.0 (DL)
SC2 = 1.0 (DL) + 1.0 (OP) + 1.0 (LL)
SC3 = 1.0 (DL) + 1.0 (OP) + 0.75 (LL)
SC4 = 1.0 (DL) + 1.0 (OP) + 0.75 (VL)
SC5 = 1.0 (DL) + 1.0 (OP) + 1.0 (WLx)
SC6 = 1.0 (DL) + 1.0 (OP) + 1.0 (WLy)
SC7 = 1.0 (DL) + 1.0 (OP) + 0.7 (EQx)
26. Fzuc11 36.671kN:= Mxuc11 30.3953kN m⋅:= Myuc11 3.3198kN m⋅:= (absolute)
Fzuc12 76.392kN:= Mxuc12 2.516kN m⋅:= (absolute) Myuc12 26.6272kN m⋅:= (absolute)
Fzuc13 77.104kN:= Mxuc13 23.2365kN m⋅:= Myuc13 0.7496kN m⋅:=
Fzuc14 76.913kN:= Mxuc14 2.4139kN m⋅:= (absolute) Myuc14 24.9699kN m⋅:=
Fzuc15 76.201kN:= Mxuc15 28.1664kN m⋅:= (absolute) Myuc15 2.4348kN m⋅:= (absolute)
FzUCmax 77.104 kN⋅= MxUCmax 31.617 kN m⋅⋅= MyUCmax 26.627 kN m⋅⋅=
Ultimate soil pressures
qult1
Fzuc1
B A⋅
6 Mxuc1⋅
A B
2
⋅
+
6 Myuc1⋅
B A
2
⋅
+:= qult8
Fzuc8
B A⋅
6 Mxuc8⋅
A B
2
⋅
+
6 Myuc8⋅
B A
2
⋅
+:=
qult2
Fzuc2
B A⋅
6 Mxuc2⋅
A B
2
⋅
+
6 Myuc2⋅
B A
2
⋅
+:= qult9
Fzuc9
B A⋅
6 Mxuc9⋅
A B
2
⋅
+
6 Myuc9⋅
B A
2
⋅
+:=
qult10
Fzuc10
B A⋅
6 Mxuc10⋅
A B
2
⋅
+
6 Myuc10⋅
B A
2
⋅
+:=
qult3
Fzuc3
B A⋅
6 Mxuc3⋅
A B
2
⋅
+
6 Myuc3⋅
B A
2
⋅
+:=
qult11
Fzuc11
B A⋅
6 Mxuc11⋅
A B
2
⋅
+
6 Myuc11⋅
B A
2
⋅
+:=
qult4
Fzuc4
B A⋅
6 Mxuc4⋅
A B
2
⋅
+
6 Myuc4⋅
B A
2
⋅
+:=
qult12
Fzuc12
B A⋅
6 Mxuc12⋅
A B
2
⋅
+
6 Myuc12⋅
B A
2
⋅
+:=
qult5
Fzuc5
B A⋅
6 Mxuc5⋅
A B
2
⋅
+
6 Myuc5⋅
B A
2
⋅
+:=
qult13
Fzuc13
B A⋅
6 Mxuc13⋅
A B
2
⋅
+
6 Myuc13⋅
B A
2
⋅
+:=
qult6
Fzuc6
B A⋅
6 Mxuc6⋅
A B
2
⋅
+
6 Myuc6⋅
B A
2
⋅
+:=
qult14
Fzuc14
B A⋅
6 Mxuc14⋅
A B
2
⋅
+
6 Myuc14⋅
B A
2
⋅
+:=
qult7
Fzuc7
B A⋅
6 Mxuc7⋅
A B
2
⋅
+
6 Myuc7⋅
B A
2
⋅
+:=
qult15
Fzuc15
B A⋅
6 Mxuc15⋅
A B
2
⋅
+
6 Myuc15⋅
B A
2
⋅
+:=
qult_min 50.456 kPa⋅= qult_max 160.536 kPa⋅= qult_average 124.106 kPa⋅=
27. b
h
A
B
ds
deff
t
x
y
q-min
q-max
yc
qc
deff
Ds
A
[(A-b/2)+b]
BEAM SHEAR < check assume ( deff ) >
fc1 20.70≡
vcallow
1
6
fc1⋅ MPa⋅:=
vcallow 0.758 MPa⋅=
vnactual
qult_max
A b−
2
deff−
⋅ B⋅
β deff⋅ B⋅
:=
vnactual 0.105 MPa⋅=
vcallow > vnactual ....... SAFE !!!!
PUNCHING SHEAR < check assume ( deff ) >
vc_allow min
1 fc1⋅
3
1
2
b
h
+
fc1
6
⋅,
MPa⋅:= vc_allow 1.517 MPa⋅=
vn_actual
FzUCmax qult_average b deff+( )⋅ h deff+( )⋅−
β 2 b deff+( )⋅ 2 h deff+( )⋅+ ⋅ deff⋅
:=
vn_actual 0.021 MPa⋅=
vcallow > vnactual ....... SAFE !!!!
35. DEAD LinStatic Zero Prog Det DEAD None Yes Finished
MODAL LinModal Zero Prog Det OTHER None No Not Run
VL LinStatic Zero Prog Det IMPACT None Yes Finished
EQx LinStatic Zero Prog Det QUAKE None Yes Finished
EQy LinStatic Zero Prog Det QUAKE None Yes Finished
LL LinStatic Zero Prog Det LIVE None Yes Finished
WX LinStatic Zero Prog Det WIND None Yes Finished
WY LinStatic Zero Prog Det WIND None Yes Finished
OP LinStatic Zero Prog Det OTHER None Yes Finished
HX LinStatic Zero Prog Det HOR EARTH PR None Yes Finished
HY LinStatic Zero Prog Det HOR EARTH PR None Yes Finished
Table: Load Case Definitions, Part 2 of 2
Case Notes
DEAD
MODAL
VL
EQx
EQy
LL
WX
WY
OP
HX
HY