Shear Flow. Beams Subjected to Bending Loads So why did these Beams split down Their length?
10mar03 Shear Wall Worksheet Due to Governing Loads
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PROJECT NAME: CONSULTING SERVICES FOR THE DETAILED ENGINEERING (STRUCTURAL) INVESTIGATION OF THE MANILA CATHEDRAL WALL SCHEDULE DATA INPUT Concrete Strength (f'c) 3.87 Mpa 561 psi Steel Yield Strength (fy) 276.18 MPa 40000 psi All dimensions are in Newtons or millimeters unless otherwise indicated Wall Wall Length Thickness Total Horizontal Reinforcement Vertical Reinforcement Dema NUMBER Mark (m) Height (Both Faces) (Both Faces) Shear (m) Diameter Spacing Diameter Spacing (kN) SW-1 2W-1 25.50 300 7.95 12 250 12 250 57.78 SW-2 2W-2 18.78 500 7.95 12 200 12 200 6770.43 SW-3 3W-1 25.50 300 5.15 12 250 12 250 57.78 SW-5 3W-3 37.67 150 5.15 10 250 10 250 5952.06 SW-6 4W-3 37.67 150 7.97 10 250 10 250 5952.06
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Transcript of 10mar03 Shear Wall Worksheet Due to Governing Loads
PROJECT NAME: CONSULTING SERVICES FOR THE DETAILED ENGINEERING(STRUCTURAL) INVESTIGATION OF THE MANILA CATHEDRAL
WALL SCHEDULE DATA INPUTConcrete Strength (f'c) 3.87 Mpa 561 psiSteel Yield Strength (fy) 276.18 MPa 40000 psi
All dimensions are in Newtons or millimeters unless otherwise indicated
Wall Wall Length Thickness Total Horizontal Reinforcement Vertical Reinforcement DemandsNUMBER Mark (m) Height (Both Faces) (Both Faces) Shear Moment
(m) Diameter Spacing Diameter Spacing (kN) (kN-m)SW-1 2W-1 25.50 300 7.95 12 250 12 250 57.78 397.48SW-2 2W-2 18.78 500 7.95 12 200 12 200 6770.43 2538.04
SW-3 3W-1 25.50 300 5.15 12 250 12 250 57.78 397.48SW-5 3W-3 37.67 150 5.15 10 250 10 250 5952.06 389.94
SW-6 4W-3 37.67 150 7.97 10 250 10 250 5952.06 389.94
PROJECT NAME: CONSULTING SERVICES FOR THE DETAILED ENGINEERING(STRUCTURAL) INVESTIGATION OF THE MANILA CATHEDRAL
SUMMARY OF RESULTSAll dimensions are in Newtons or millimeters, unless otherwise indicated
Wall Wall Shear Shear Shear Horizontal Reinforcement Vertical Reinforcement Moment Moment MomentNUMBER Mark Capacity Demand C/D Ratio Minimum Maximum Minimum Maximum Capacity Demand C/D Ratio
(kN) (kN) Area Spacing Area Spacing (kN-m) (kN-m)SW-1 2W-1 6,039.35 57.78 104.52 Compliant Compliant Non-Compliant Compliant 59,477.26 397.48 149.64SW-2 2W-2 6,083.37 6,770.43 0.90 Non-Compliant Compliant Compliant Compliant 41,923.35 2,538.04 16.52SW-3 3W-1 6,039.35 57.78 104.52 Compliant Compliant Compliant Compliant 59,477.26 397.48 149.64SW-5 3W-3 5,705.46 5,952.06 0.96 Compliant Compliant Compliant Compliant 85,735.00 389.94 219.87SW-6 4W-3 5,705.91 5,952.06 0.96 Compliant Compliant Compliant Compliant 85,748.65 389.94 219.90
SHEAR WALL CAPACITY WORKSHEETPROJECT NAME: CONSULTING SERVICES FOR THE DETAILED ENGINEERING
(STRUCTURAL) INVESTIGATION OF THE MANILA CATHEDRALWALL NUMBER: SW-1WALL MARK: 2W-1All dimensions are in Newtons or Millimeters unless otherwise indicated
25.50Thickness, h 300Horizontal Reinforcement (both faces) Diameter 12
250Vertical Reinforcement (both faces) Diameter 12
2507.953.87
276.18
411.11.3 Calculate Maximum Shear Strength###
411.11.5 Calculate Shear Strength Provided by Concrete2,007.47
411.11.9.1 Calculate Shear Strength Provided by Horizontal Shear Reinforcement5,097.64
411.2.1 Calculate Nominal Shear Capacity7,105.12
409.4.4 Calculate Design Shear Capacity6,039.35
411.11.9.2 Calculate Minimum Horizontal Shear Reinforcement187.50226.20
Compliant411.11.9.3 Calculate Maximum Spacing of Horizontal Shear Reinforcement
maximum s2: lw/5 = 51003*h 750450 mm 450
smallest of above = 450250
Compliant411.11.9.4 Calculate Minimum Vertical Shear Reinforcement
229.84187.50226.20
biggest of above = 229.84226.20
Non-Compliant411.11.9.5 Calculate the maximum spacing of vertical shear reinforcement
8,5003*h = 900450 mm 450
smallest of above = 450250
CompliantCalculate Nominal Moment Capacity
66,085.80.19###
Calculate Design Moment Capacity59,477.3
Length of Wall, lw (m)
Spacing, s2
Spacing, s1
Total Height of Wall, Hw (m)Concrete Compresive Strength, f'c (MPa)Steel Yield Strength, fy (MPa)
Vmax (kN) = (5/6)*sqrt(f'c)*h*d =
Vc (kN) = (1/6)*sqty(f'c)*h*d =
Vs (kN) = (Avh*fy*d)/s2 =
Vu (kN) = Vc + Vs =
Vd (kN) = f*Vu =
minimum Avh = 0.0025*h*s2
actual Avh =
actual s2 =
minimum Avv: [0.0025 + 0.5*(2.5 - hw/lw)*(rh - 0.0025)]*h*s1 =(0.0025)*h*s1 =Avh
actual Avv =
maximum s1: lw/3 =
actual s1 =
Mn (kN-m) = 0.5*Ast*fy*lw*(1 - z/lw) = z/lw = 1/[(2 + 0.85*b1*lw*h*f'c/(Ast*fy)] = Ast = Avv*(lw/s1) =
Md = f*Mn =
SHEAR WALL CAPACITY WORKSHEETPROJECT NAME: CONSULTING SERVICES FOR THE DETAILED ENGINEERING
(STRUCTURAL) INVESTIGATION OF THE MANILA CATHEDRALWALL NUMBER: SW-2WALL MARK: 2W-2All dimensions are in Newtons or Millimeters unless otherwise indicated
18.78Thickness, h 500Horizontal Reinforcement (both faces) Diameter 12
200Vertical Reinforcement (both faces) Diameter 12
2007.953.87
276.18
411.11.3 Calculate Maximum Shear Strength12,320.4
411.11.5 Calculate Shear Strength Provided by Concrete2,464.07
411.11.9.1 Calculate Shear Strength Provided by Horizontal Shear Reinforcement4,692.83
411.2.1 Calculate Nominal Shear Capacity7,156.90
409.4.4 Calculate Design Shear Capacity6,083.37
411.11.9.2 Calculate Minimum Horizontal Shear Reinforcement250.00226.20
Non-Compliant411.11.9.3 Calculate Maximum Spacing of Horizontal Shear Reinforcement
maximum s2: lw/5 = 37563*h 600450 mm 450
smallest of above = 450200
Compliant411.11.9.4 Calculate Minimum Vertical Shear Reinforcement
225.28250.00226.20
biggest of above = 226.20226.20
Compliant411.11.9.5 Calculate the maximum spacing of vertical shear reinforcement
6,2603*h = 1,500450 mm 450
smallest of above = 450200
CompliantCalculate Nominal Moment Capacity
46,581.50.15
21,239.7Calculate Design Moment Capacity
Length of Wall, lw (m)
Spacing, s2
Spacing, s1
Total Height of Wall, Hw (m)Concrete Compresive Strength, f'c (MPa)Steel Yield Strength, fy (MPa)
Vmax (kN) = (5/6)*sqrt(f'c)*h*d =
Vc (kN) = (1/6)*sqty(f'c)*h*d =
Vs (kN) = (Avh*fy*d)/s2 =
Vu (kN) = Vc + Vs =
Vd (kN) = f*Vu =
minimum Avh = 0.0025*h*s2
actual Avh =
actual s2 =
minimum Avv: [0.0025 + 0.5*(2.5 - hw/lw)*(rh - 0.0025)]*h*s1 =(0.0025)*h*s1 =Avh
actual Avv =
maximum s1: lw/3 =
actual s1 =
Mn (kN-m) = 0.5*Ast*fy*lw*(1 - z/lw) = z/lw = 1/[(2 + 0.85*b1*lw*h*f'c/(Ast*fy)] = Ast = Avv*(lw/s1) =
41,923.3 Md = f*Mu =
SHEAR WALL CAPACITY WORKSHEETPROJECT NAME: CONSULTING SERVICES FOR THE DETAILED ENGINEERING
(STRUCTURAL) INVESTIGATION OF THE MANILA CATHEDRALWALL NUMBER: SW-3WALL MARK: 3W-1All dimensions are in Newtons or Millimeters unless otherwise indicated
25.50Thickness, h 300Horizontal Reinforcement (both faces) Diameter 12
250Vertical Reinforcement (both faces) Diameter 12
2505.153.87
276.18
411.11.3 Calculate Maximum Shear Strength###
411.11.5 Calculate Shear Strength Provided by Concrete2,007.47
411.11.9.1 Calculate Shear Strength Provided by Horizontal Shear Reinforcement5,097.64
411.2.1 Calculate Nominal Shear Capacity7,105.12
409.4.4 Calculate Design Shear Capacity6,039.35
411.11.9.2 Calculate Minimum Horizontal Shear Reinforcement187.50226.20
Compliant411.11.9.3 Calculate Maximum Spacing of Horizontal Shear Reinforcement
maximum s2: lw/5 = 51003*h 750450 mm 450
smallest of above = 450250
Compliant411.11.9.4 Calculate Minimum Vertical Shear Reinforcement
231.96187.50226.20
biggest of above = 226.20226.20
Compliant411.11.9.5 Calculate the maximum spacing of vertical shear reinforcement
8,5003*h = 900450 mm 450
smallest of above = 450250
CompliantCalculate Nominal Moment Capacity
###0.19###
Calculate Design Moment Capacity
Length of Wall, lw (m)
Spacing, s2
Spacing, s1
Total Height of Wall, Hw (m)Concrete Compresive Strength, f'c (MPa)Steel Yield Strength, fy (MPa)
Vmax (kN) = (5/6)*sqrt(f'c)*h*d =
Vc (kN) = (1/6)*sqty(f'c)*h*d =
Vs (kN) = (Avh*fy*d)/s2 =
Vu (kN) = Vc + Vs =
Vd (kN) = f*Vu =
minimum Avh = 0.0025*h*s2
actual Avh =
actual s2 =
minimum Avv: [0.0025 + 0.5*(2.5 - hw/lw)*(rh - 0.0025)]*h*s1 =(0.0025)*h*s1 =Avh
actual Avv =
maximum s1: lw/3 =
actual s1 =
Mn (kN-m) = 0.5*Ast*fy*lw*(1 - z/lw) = z/lw = 1/[(2 + 0.85*b1*lw*h*f'c/(Ast*fy)] = Ast = Avv*(lw/s1) =
### Md = f*Mu =
SHEAR WALL CAPACITY WORKSHEETPROJECT NAME: CONSULTING SERVICES FOR THE DETAILED ENGINEERING
(STRUCTURAL) INVESTIGATION OF THE MANILA CATHEDRALWALL NUMBER: SW-4WALL MARK: 3W-3All dimensions are in Newtons or Millimeters unless otherwise indicated
18.78Thickness, h 200Horizontal Reinforcement (both faces) Diameter 10
200Vertical Reinforcement (both faces) Diameter 10
2005.153.87
276.18
411.11.3 Calculate Maximum Shear Strength4,928.15
411.11.5 Calculate Shear Strength Provided by Concrete985.63
411.11.9.1 Calculate Shear Strength Provided by Horizontal Shear Reinforcement3,258.91
411.2.1 Calculate Nominal Shear Capacity4,244.54
409.4.4 Calculate Design Shear Capacity3,607.86
411.11.9.2 Calculate Minimum Horizontal Shear Reinforcement100.00157.08
Compliant411.11.9.3 Calculate Maximum Spacing of Horizontal Shear Reinforcement
maximum s2: lw/5 = 37563*h 600450 mm 450
smallest of above = 450200
Compliant411.11.9.4 Calculate Minimum Vertical Shear Reinforcement
163.52100.00157.08
biggest of above = 157.08157.08
Compliant411.11.9.5 Calculate the maximum spacing of vertical shear reinforcement
6,2603*h = 600450 mm 450
smallest of above = 450200
CompliantCalculate Nominal Moment Capacity
###0.22###
Calculate Design Moment Capacity
Length of Wall, lw (m)
Spacing, s2
Spacing, s1
Total Height of Wall, Hw (m)Concrete Compresive Strength, f'c (MPa)Steel Yield Strength, fy (MPa)
Vmax (kN) = (5/6)*sqrt(f'c)*h*d =
Vc (kN) = (1/6)*sqty(f'c)*h*d =
Vs (kN) = (Avh*fy*d)/s2 =
Vu (kN) = Vc + Vs =
Vd (kN) = f*Vu =
minimum Avh = 0.0025*h*s2
actual Avh =
actual s2 =
minimum Avv: [0.0025 + 0.5*(2.5 - hw/lw)*(rh - 0.0025)]*h*s1 =(0.0025)*h*s1 =Avh
actual Avv =
maximum s1: lw/3 =
actual s1 =
Mn (kN-m) = 0.5*Ast*fy*lw*(1 - z/lw) = z/lw = 1/[(2 + 0.85*b1*lw*h*f'c/(Ast*fy)] = Ast = Avv*(lw/s1) =
### Md = f*Mu =
SHEAR WALL CAPACITY WORKSHEETPROJECT NAME: CONSULTING SERVICES FOR THE DETAILED ENGINEERING
(STRUCTURAL) INVESTIGATION OF THE MANILA CATHEDRALWALL NUMBER: SW-5WALL MARK: 3W-3All dimensions are in Newtons or Millimeters unless otherwise indicated
37.67Thickness, h 150Horizontal Reinforcement (both faces) Diameter 10
250Vertical Reinforcement (both faces) Diameter 10
2505.153.87
276.18
411.11.3 Calculate Maximum Shear Strength7,413.87
411.11.5 Calculate Shear Strength Provided by Concrete1,482.77
411.11.9.1 Calculate Shear Strength Provided by Horizontal Shear Reinforcement5,229.53
411.2.1 Calculate Nominal Shear Capacity6,712.30
409.4.4 Calculate Design Shear Capacity5,705.46
411.11.9.2 Calculate Minimum Horizontal Shear Reinforcement93.75
157.08Compliant
411.11.9.3 Calculate Maximum Spacing of Horizontal Shear Reinforcement maximum s2: lw/5 = 7534
3*h 750450 mm 450
smallest of above = 450250
Compliant411.11.9.4 Calculate Minimum Vertical Shear Reinforcement
168.5893.75
157.08 biggest of above = 157.08
157.08Compliant
411.11.9.5 Calculate the maximum spacing of vertical shear reinforcement12,557
3*h = 450450 mm 450
smallest of above = 450250
CompliantCalculate Nominal Moment Capacity
95,261.10.23###
Calculate Design Moment Capacity
Length of Wall, lw (m)
Spacing, s2
Spacing, s1
Total Height of Wall, Hw (m)Concrete Compresive Strength, f'c (MPa)Steel Yield Strength, fy (MPa)
Vmax (kN) = (5/6)*sqrt(f'c)*h*d =
Vc (kN) = (1/6)*sqty(f'c)*h*d =
Vs (kN) = (Avh*fy*d)/s2 =
Vu (kN) = Vc + Vs =
Vd (kN) = f*Vu =
minimum Avh = 0.0025*h*s2
actual Avh =
actual s2 =
minimum Avv: [0.0025 + 0.5*(2.5 - hw/lw)*(rh - 0.0025)]*h*s1 =(0.0025)*h*s1 =Avh
actual Avv =
maximum s1: lw/3 =
actual s1 =
Mn (kN-m) = 0.5*Ast*fy*lw*(1 - z/lw) = z/lw = 1/[(2 + 0.85*b1*lw*h*f'c/(Ast*fy)] = Ast = Avv*(lw/s1) =
85,735.0 Md = f*Mu =
SHEAR WALL CAPACITY WORKSHEETPROJECT NAME: CONSULTING SERVICES FOR THE DETAILED ENGINEERING
(STRUCTURAL) INVESTIGATION OF THE MANILA CATHEDRALWALL NUMBER: SW-6WALL MARK: 4W-3All dimensions are in Newtons or Millimeters unless otherwise indicated
37.67Thickness, h 150Horizontal Reinforcement (both faces) Diameter 10
250Vertical Reinforcement (both faces) Diameter 10
2507.973.87
276.18
411.11.3 Calculate Maximum Shear Strength7,414.46
411.11.5 Calculate Shear Strength Provided by Concrete1,482.89
411.11.9.1 Calculate Shear Strength Provided by Horizontal Shear Reinforcement5,229.94
411.2.1 Calculate Nominal Shear Capacity6,712.84
409.4.4 Calculate Design Shear Capacity5,705.91
411.11.9.2 Calculate Minimum Horizontal Shear Reinforcement93.75
157.08Compliant
411.11.9.3 Calculate Maximum Spacing of Horizontal Shear Reinforcement maximum s2: lw/5 = 7534.6
3*h 750450 mm 450
smallest of above = 450250
Compliant411.11.9.4 Calculate Minimum Vertical Shear Reinforcement
166.2193.75
157.08 biggest of above = 157.08
157.08Compliant
411.11.9.5 Calculate the maximum spacing of vertical shear reinforcement12,558
3*h = 450450 mm 450
smallest of above = 450250
CompliantCalculate Nominal Moment Capacity
###0.23###
Calculate Design Moment Capacity
Length of Wall, lw (m)
Spacing, s2
Spacing, s1
Total Height of Wall, Hw (m)Concrete Compresive Strength, f'c (MPa)Steel Yield Strength, fy (MPa)
Vmax (kN) = (5/6)*sqrt(f'c)*h*d =
Vc (kN) = (1/6)*sqty(f'c)*h*d =
Vs (kN) = (Avh*fy*d)/s2 =
Vu (kN) = Vc + Vs =
Vd (kN) = f*Vu =
minimum Avh = 0.0025*h*s2
actual Avh =
actual s2 =
minimum Avv: [0.0025 + 0.5*(2.5 - hw/lw)*(rh - 0.0025)]*h*s1 =(0.0025)*h*s1 =Avh
actual Avv =
maximum s1: lw/3 =
actual s1 =
Mn (kN-m) = 0.5*Ast*fy*lw*(1 - z/lw) = z/lw = 1/[(2 + 0.85*b1*lw*h*f'c/(Ast*fy)] = Ast = Avv*(lw/s1) =
### Md = f*Mu =
SHEAR WALL CAPACITY WORKSHEETPROJECT NAME: CONSULTING SERVICES FOR THE DETAILED ENGINEERING
(STRUCTURAL) INVESTIGATION OF THE MANILA CATHEDRALWALL NUMBER: SW-7WALL MARK: 4W-3All dimensions are in Newtons or Millimeters unless otherwise indicated
18.78Thickness, h 200Horizontal Reinforcement (both faces) Diameter 10
200Vertical Reinforcement (both faces) Diameter 10
2007.973.87
276.18
411.11.3 Calculate Maximum Shear Strength4,928.15
411.11.5 Calculate Shear Strength Provided by Concrete985.63
411.11.9.1 Calculate Shear Strength Provided by Horizontal Shear Reinforcement3,258.91
411.2.1 Calculate Nominal Shear Capacity4,244.54
409.4.4 Calculate Design Shear Capacity3,607.86
411.11.9.2 Calculate Minimum Horizontal Shear Reinforcement100.00157.08
Compliant411.11.9.3 Calculate Maximum Spacing of Horizontal Shear Reinforcement
maximum s2: lw/5 = 37563*h 600450 mm 450
smallest of above = 450200
Compliant411.11.9.4 Calculate Minimum Vertical Shear Reinforcement
159.24100.00157.08
biggest of above = 157.08157.08
Compliant411.11.9.5 Calculate the maximum spacing of vertical shear reinforcement
6,2603*h = 600450 mm 450
smallest of above = 450200
CompliantCalculate Nominal Moment Capacity
###0.22###
Calculate Design Moment Capacity
Length of Wall, lw (m)
Spacing, s2
Spacing, s1
Total Height of Wall, Hw (m)Concrete Compresive Strength, f'c (MPa)Steel Yield Strength, fy (MPa)
Vmax (kN) = (5/6)*sqrt(f'c)*h*d =
Vc (kN) = (1/6)*sqty(f'c)*h*d =
Vs (kN) = (Avh*fy*d)/s2 =
Vu (kN) = Vc + Vs =
Vd (kN) = f*Vu =
minimum Avh = 0.0025*h*s2
actual Avh =
actual s2 =
minimum Avv: [0.0025 + 0.5*(2.5 - hw/lw)*(rh - 0.0025)]*h*s1 =(0.0025)*h*s1 =Avh
actual Avv =
maximum s1: lw/3 =
actual s1 =
Mn (kN-m) = 0.5*Ast*fy*lw*(1 - z/lw) = z/lw = 1/[(2 + 0.85*b1*lw*h*f'c/(Ast*fy)] = Ast = Avv*(lw/s1) =
### Md = f*Mu =
