Seismic Analysis: 1.0 Dead Weight Calculations
Seismic Analysis: 1.0 Dead Weight Calculations
Seismic Analysis: 1.0 Dead Weight Calculations
Prepared by:
0
Structural Engineer
PRC Reg.no: 117094
PTR no.: 11431720
Tin No.: 304-462-032
Issued at: Las Pinas City
Issued Date: January 5, 2018
DESIGN OF COLUMN BASE PLATE WITH LARGE ECCENTRICITY REFERENCE CLAUSES
by Equilibrium Condtion
4.12 Sum Check equilibruim condition 0 - - -
hence: Y > m
tp = 0.156 in
tp = 0.985 in governs
Prepared by:
DESIGN CRITERIA
DEAD LOADS
2.1 Concrete = 23.54 kN/m3
2.2 Structural Steel = 77.00 kN/m3
2.3 Wall (150mm thk. CHB) = 2.73 kPa
2.4 Partition directly on Beam = 2.05 kPa
2.5 Partitions = 0.96 kPa
WIND PARAMETERS
2.7 Zone (Z) = 2.00
2.8 Basic Wind Speed (V) = 200.00 kph
2.9 Importance factor (I) = 1.00
2.10 Exposure Category = C
SEISMIC PARAMETERS
2.11 Occupancy Category = III
2.12 Seismic Zone " Zone 4 " Z = 0.40
2.13 Seismic Source Type " Magnitude 6.5 ≤ M ≥ 7.0 " = B
2.14 Soil Profile Type = Sc
2.15 Seismic Coefficient Ca = 0.44 Na 0.53
Cv = 0.64 Nv 0.70
2.16 Response Modification Factor "SCBF" for steel R = 6.00
2.17 Near Source Coefficient Seismicity distance ≥ 15 km Na = 1.20
(Actual seismicity distance = 30.6 m) Seismicity distance ≥ 15 km Nv = 1.60
3.1 Minimum Specified 28-day compressive Strength, f'c = 20.73 MPa 3,000 psi
3.2 Minimum Specified yield Strength of reinforcing bars, fy = 414.70 MPa 60,000 psi
3.3 Minimum Specified yield Strength of Structural Steel, A-36 fy = 248.82 MPa 36,000 psi
3.4 Welds: Electrode Classification, E70xx Fu = 48.38 MPa 7,000 psi
3.5 Bolts: Classification, A 307 Fu = 41.47 MPa 6,000 psi
3.6 Soil Bearing Capacity, Sd Soil type q(all) = 249.46 kPa 5,200 psf
L = 6.00 m
S = 5.00 m
S
m =
L
m = 0.83
SINCE
m = 0.83 > 0.50 therefore TWO - WAY SLAB
b. MINIMUM THICKNESS
L fy
H = ( 0.4 + ) 1000
28 700
H = 177.22 mm say 210.00 mm
c. ULTIMATE LOAD
Wu = 1.2 DL + 1.6 LL
Wu = Err:509
Wu Ln2
Mu =
11
Mu = Err:509
Wu Ln2
Mu =
16
Mu = Err:509
ASSUMPTIONS:
b = 1.0 m strip
d = H - cover - 1/2 dbar
cover = 20.00 mm
d = 184.00 mm
ω1 = 1.63635
ω2 = 0.05856
ω1 fc' ω2 fc'
ρ1 = ρ2 =
ρ1 = ρ2 =
fy fy
ρ1 = 0.08182 ρ2 = 0.00293
1.4
ρmin =
fy
ρmin = 0.00338
ρb = 0.02136
ρmax = 0.75 ρb
ρmax = 0.01602
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
As = ρ b d
As = 538.79 mm2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As
S = 209.91 mm say 209 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
ω1 = 1.65511
ω2 = 0.03981
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.08276 ρ2 = 0.00199
1.4
ρmin =
fy
ρmin = 0.00338
ρb = 0.02136
ρmax = 0.75 ρb
ρmax = 0.01602
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
As min = ρ min b d
As min = 621.18 mm
2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As min
S = 182.07 mm say 182 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
f. TEMPERATURE BARS
Ast = 0.002 b h
Ast = 420.00 mm
2
SPACING
Ab (1000) Note: use 10 mm ø temperature bars
S =
As min
S = 187.00 mm say 185 mm O.C.
SUMMARY
THICKNESS : 210.00 mm
COVER : 20.00 mm
REBARS
MAINBARS : 12 mm ø mainbars
SPACING
SHORT SPAN DISC. END MIDSPAN CONT. END
TOP : 182 mm 0 mm 182 mm
BOT : 209 mm 182 mm 209 mm
LONG SPAN
TEMPERATURE BARS : 10 mm ø mainbars
TOP : 187.00 mm say 185 mm O.C.
BOT : 187.00 mm say 185 mm O.C.
PROJECT : THE NEW BLUE WAVE
LOCATION : MACAPAGAL BLVD., PASAY CITY
SUBJECT : STRUCTURAL DESIGN and ANALYSIS
* DESIGN CRITERIA
f'c = 27.65 MPa 4,000 psi
fy = 276.46 MPa 40,000 psi
SPAN
L = 5.35 m
S = 2.94 m
* DESIGN LOADING
A. REINFORCED CONCRETE : 23.55 kN/m3
B. DEAD LOAD
* TOPPING : 1.20 kN/m2 25 psf
* CEILING : 0.24 kN/m2 5 psf
* PARTITION : 0.96 kN/m2 20 psf
* 4" CHB WALL : - kN/m2
* 6" CHB WALL : - kN/m2
* CONCRETE SLAB (6") : 3.60 kN/m2 75 psf
* ROOF TRUSS : - kN/m2
* CEMENT TILE ROOFING : - kN/m2
* MEACHANICAL/ ELECTRICAL
AHU : - kN/m2
Note:
ASSUME FLOOR FINISH : - kN/m2
CERAMIC TILE 25 mm MORTAR : - kN/m2
TOTAL DEAD LOAD : 6.00 kN/m2 125 psf
C. LIVE LOAD
* ROOF : - kN/m2
* FLOORS : 4.80 kN/m2 100 psf
* BALCONY : - kN/m2
TOTAL LIVE LOAD : 4.80 kN/m2 100 psf
* DESIGN ANALYSIS
L = 5.35 m
S = 2.94 m
S
m =
L
m = 0.549
SINCE
m = 0.549 > 0.50 therefore TWO - WAY SLAB
m = 0.549
CASE 9 Note:
indicates continuous edge, fixed at support
indicates discontinuous edge, torsion is negligible
L
A.) @ SHORT SPAN s= 2.94 m B.) @ LONG SPAN L= 5.35 m
* NEGATIVE MOMENT (@ continuous side) * NEGATIVE MOMENT (@ continuous side)
Cs DL = 0.03703 CL DL = 0.00297
Cs LL = 0.06311 CL LL = 0.00594
TOTAL (+) Mus = 6.468 kN/m TOTAL (+) MuL = 1.918 kN/m
ASSUMPTIONS:
b = 1.0 m strip
d = H - cover - 1/2 db
cover = 20.00 mm
d = 124.00 mm
ω1 = 1.66559
ω2 = 0.02932
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.16656 ρ2 = 0.00293
1.4
ρmin =
fy
ρmin = 0.00506
ρb = 0.04946
ρmax = 0.75 ρb
ρmax = 0.03710
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
ρ = 0.00293 < ρmin = 0.00506
< ρmax = 0.03710
SINCE ρmin > ρ < ρmax
THEREFORE USE ρmin = 0.00506
Asmin = ρmin b d
Asmin = 627.93 mm
2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As
S = 180.11 mm say 180 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
ω1 = 1.67784
ω2 = 0.01708
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.16778 ρ2 = 0.00171
1.4
ρmin =
fy
ρmin = 0.00506
ρb = 0.04946
ρmax = 0.75 ρb
ρmax = 0.03710
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
As min = ρ min b d
As min = 627.93 mm
2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As min
S = 180.11 mm say 180 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
ASSUMPTIONS:
b = 1.0 m strip
d' = H - cover - db - 1/2 db
cover = 20.00 mm
d' = 112.00 mm
ω1 = 1.68815
ω2 = 0.00677
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.16881 ρ2 = 0.00068
1.4
ρmin =
fy
ρmin = 0.00506
ρb = 0.04946
ρmax = 0.75 ρb
ρmax = 0.03710
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
Asmin = ρmin b d
Asmin = 567.16 mm
2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As
S = 199.41 mm say 190 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
ω1 = 1.68875
ω2 = 0.00617
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.16887 ρ2 = 0.00062
1.4
ρmin =
fy
ρmin = 0.00506
ρb = 0.04946
ρmax = 0.75 ρb
ρmax = 0.03710
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
Asmin = ρmin b d
Asmin = 567.16 mm
2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As
S = 199.41 mm say 190 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
ACI CODE:
S < 450 mm
6.0 SUMMARY
THICKNESS : 150.00 mm
COVER : 20.00 mm
REBARS
MAINBARS : 12 mm ø mainbars
SPACING
SHORT SPAN DISC. END MIDSPAN CONT. END
TOP : 300 mm 180 mm 180 mm
BOT : 300 mm 180 mm 180 mm
LONG SPAN DISC. END MIDSPAN CONT. END
TOP : 300 mm 190 mm 190 mm
BOT : 300 mm 190 mm 190 mm
PROJECT : TROPICANA GARDEN CITY
LOCATION : SUMULONG AVENUE, BRGY. STO. NINO, MARIKINA CITY
SUBJECT : STRUCTURAL DESIGN and ANALYSIS
* DESIGN CRITERIA
f'c = 27.65 MPa 4,000 psi
fy = 276.46 MPa 40,000 psi
SPAN
L = 5.09 m
S = 4.72 m
* DESIGN LOADING
A. REINFORCED CONCRETE : 23.55 kN/m3
B. DEAD LOAD
* TOPPING : 2.40 kN/m2 50 psf
* CEILING : 0.24 kN/m2 5 psf
* PARTITION : - kN/m2
* 4" CHB WALL : - kN/m2
* 6" CHB WALL : - kN/m2
* CONCRETE SLAB (5") : 3.60 kN/m2 75.0 psf
* ROOF TRUSS : - kN/m2
* CEMENT TILE ROOFING : - kN/m2
* MEACHANICAL/ ELECTRICAL
AHU : - kN/m2
Note:
ASSUME FLOOR FINISH : - kN/m2
CERAMIC TILE 25 mm MORTAR : - kN/m2
TOTAL DEAD LOAD : 6.24 kN/m2 130.0 psf
C. LIVE LOAD
* ROOF : - kN/m2
* FLOORS : 4.80 kN/m2 100 psf
* BALCONY : - kN/m2
TOTAL LIVE LOAD : 4.80 kN/m2 100 psf
* DESIGN ANALYSIS
L = 5.09 m
S = 4.72 m
S
m =
L
m = 0.927
SINCE
m = 0.927 > 0.50 therefore TWO - WAY SLAB
m = 0.927
CASE 5 Note:
indicates continuous edge, fixed at support
indicates discontinuous edge, torsion is negligible
Cs DL = 0.02845 CL DL = 0.01409
Cs LL = 0.03536 CL LL = 0.02264
TOTAL (+) Mus = 10.791 kN-m TOTAL (+) MuL = 7.234 kN-m
ASSUMPTIONS:
b = 1.0 m strip
d = H - cover - 1/2 db
cover = 20.00 mm
d = 124.00 mm
ω1 = 1.62424
ω2 = 0.07067
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.16242 ρ2 = 0.00707
1.4
ρmin =
fy
ρmin = 0.00506
ρb = 0.04946
ρmax = 0.75 ρb
ρmax = 0.03710
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
As = ρ b d
As = 876.37 mm2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As
S = 129.05 mm say 125 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
ω1 = 1.66622
ω2 = 0.02869
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.16662 ρ2 = 0.00287
1.4
ρmin =
fy
ρmin = 0.00506
ρb = 0.04946
ρmax = 0.75 ρb
ρmax = 0.03710
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
As = ρ b d
As = 627.93 mm2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As min
S = 180.11 mm say 175 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
ASSUMPTIONS:
b = 1.0 m strip
d' = H - cover - db - 1/2 db
cover = 20.00 mm
d' = 112.00 mm
ω1 = 1.69492
ω2 = 0.00000
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.16949 ρ2 = -
1.4
ρmin =
fy
ρmin = 0.00506
ρb = 0.04946
ρmax = 0.75 ρb
ρmax = 0.03710
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
Asmin = ρmin b d
Asmin = 567.16 mm
2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As
S = 199.41 mm say 195 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
ω1 = 1.67141
ω2 = 0.02350
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.16714 ρ2 = 0.00235
1.4
ρmin =
fy
ρmin = 0.00506
ρb = 0.04946
ρmax = 0.75 ρb
ρmax = 0.03710
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
Asmin = ρmin b d
Asmin = 567.16 mm
2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As
S = 199.41 mm say 195 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
6.0 SUMMARY
THICKNESS : 150.00 mm
COVER : 20.00 mm
REBARS
MAINBARS : 12 mm ø mainbars
SPACING
SHORT SPAN DISC. END MIDSPAN CONT. END
TOP : 125 mm 175 mm 125 mm
BOT : 175 mm 125 mm 175 mm
LONG SPAN DISC. END MIDSPAN CONT. END
TOP : 300 mm 195 mm 195 mm
BOT : 300 mm 195 mm 195 mm
PROJECT : TROPICANA GARDEN CITY
LOCATION : SUMULONG AVENUE, BRGY. STO. NINO, MARIKINA CITY
SUBJECT : STRUCTURAL DESIGN and ANALYSIS
* DESIGN CRITERIA
f'c = 27.65 MPa 4,000 psi
fy = 276.46 MPa 40,000 psi
SPAN
L = 9.76 m
S = 5.12 m
* DESIGN LOADING
A. REINFORCED CONCRETE : 23.55 kN/m3
B. DEAD LOAD
* TOPPING : 2.40 kN/m2 50 psf
* CEILING : 0.24 kN/m2 5 psf
* PARTITION : - kN/m2
* 4" CHB WALL : - kN/m2
* 6" CHB WALL : - kN/m2
* CONCRETE SLAB (6") : 3.60 kN/m2 75 psf
* ROOF TRUSS : - kN/m2
* CEMENT TILE ROOFING : - kN/m2
* MEACHANICAL/ ELECTRICAL
AHU : - kN/m2
Note:
ASSUME FLOOR FINISH : - kN/m2
CERAMIC TILE 25 mm MORTAR : - kN/m2
TOTAL DEAD LOAD : 6.24 kN/m2 130 psf
C. LIVE LOAD
* ROOF : - kN/m2
* FLOORS : 4.80 kN/m2 100 psf
* BALCONY : - kN/m2
TOTAL LIVE LOAD : 4.80 kN/m2 100 psf
* DESIGN ANALYSIS
L = 9.76 m
S = 5.12 m
S
m =
L
m = 0.525
SINCE
m = 0.525 > 0.50 therefore TWO - WAY SLAB
m = 0.525
CASE 3 Note:
indicates continuous edge, fixed at support
indicates discontinuous edge, torsion is negligible
Cs DL = 0.07557 CL DL = 0.00798
Cs LL = 0.08407 CL LL = 0.00798
TOTAL (+) Mus = 31.741 kN/m TOTAL (+) MuL = 11.529 kN/m
ASSUMPTIONS:
b = 1.0 m strip
d = H - cover - 1/2 db
cover = 20.00 mm
d = 124.00 mm
ω1 = 1.69492
ω2 = 0.00000
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.16949 ρ2 = -
1.4
ρmin =
fy
ρmin = 0.00506
ρb = 0.04946
ρmax = 0.75 ρb
ρmax = 0.03710
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
Asmin = ρmin b d
Asmin = 627.93 mm
2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As
S = 180.11 mm say 180 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
ω1 = 1.60743
ω2 = 0.08748
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.16074 ρ2 = 0.00875
1.4
ρmin =
fy
ρmin = 0.00506
ρb = 0.04946
ρmax = 0.75 ρb
ρmax = 0.03710
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
As min = ρ min b d
As min = 1,084.76 mm
2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As min
S = 104.26 mm say 100 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
ASSUMPTIONS:
b = 1.0 m strip
d' = H - cover - db - 1/2 db
cover = 20.00 mm
d' = 112.00 mm
ω1 = 1.57032
ω2 = 0.12460
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.15703 ρ2 = 0.01246
1.4
ρmin =
fy
ρmin = 0.00506
ρb = 0.04946
ρmax = 0.75 ρb
ρmax = 0.03710
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
Asmin = ρmin b d
Asmin = 1,395.49 mm
2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As
S = 81.04 mm say 100 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
ω1 = 1.65714
ω2 = 0.03778
ω1 fc' ω2 fc'
ρ1 = ρ2 =
fy fy
ρ1 = 0.16571 ρ2 = 0.00378
1.4
ρmin =
fy
ρmin = 0.00506
ρb = 0.04946
ρmax = 0.75 ρb
ρmax = 0.03710
ACI CODE:
IF ρmin < ρ < ρmax USE ρ
IF ρ > ρmax INCREASE DEPTH OF SLAB
IF ρ < ρmin USE ρmin
Asmin = ρmin b d
Asmin = 567.16 mm2
SPACING
Ab (1000) Note: use 12 mm ø mainbars
S =
As
S = 199.41 mm say 190 mm O.C.
ACI CODE:
S < 3H
< 450 mm
≥ 100 mm
6.0 SUMMARY
THICKNESS : 150.00 mm
COVER : 20.00 mm
REBARS
MAINBARS : 12 mm ø mainbars
SPACING
SHORT SPAN DISC. END MIDSPAN CONT. END
TOP : 100 mm 180 mm 100 mm
BOT : 180 mm 100 mm 180 mm
LONG SPAN DISC. END MIDSPAN CONT. END
TOP : 300 mm 190 mm 100 mm
BOT : 300 mm 100 mm 190 mm