FOOTING DESIGN: (24-12-12)
F1
Gross Bearing Pressure = 5.0 Ksf fc' = 4 Ksi Footing Information: Two way Shear:
Soil Density = 100 lb/ft^3 fy = 60 ksi Footing Area = 27.56 sq. ft. Vu = 177.37 Kips
Concrete Density = 150 lb/ft^3 d= 9 in Inertia x = 63.31 ft^4 qu avg. = 6.44 Ksf
Inertia y = 63.31 ft^4 Cr. Dim x = 1.75 ft
Service Axial "P" Service Moment "Mx" Service Moment "My" Wt. of Footing = 4.13 Kips Cr. Dim y = 1.75 ft
Pd = 91.05 Kips Md = 0.00 K-ft Md = 0.00 K-ft Wt. of Soil O.F. = 8.27 Kips Cr. Area = 3.06 sq. ft
Pl = 29.35 Kips Ml = 0.00 K-ft Ml = 0.00 K-ft Seismic Zone Uplift Capacity = 68.97 Kips Pr. Of cr. = 84.00 in
Peqx = -7.34 Kips Meq = -55.80 K-ft Meq = 55.75 K-ft Square Size Needed = 5.14 sq. ft Vu @ cr. = 157.66 Kips
Pwx = 0.00 Kips Mw = 0.00 K-ft Mw = 0.00 K-ft for Axial Loads Ф Vc = 162.57 Kips > 157.66 Kips
Peqy = -7.33 Kips UBC OR ACI Factors for EQ Combs: βc =c = 1 Two Way Punching Shear is OK
Pwy = 0.00 Kips See note No. 1 See Note No. 2
DL = 1.20 (Eq. 9.2) 0.90 (Eq. 9.3)
Net Allow.Bearing Pressure (Gravity Loads) = 4.55 Ksf EQ = 1.00 (Eq. 9.2) 1.00 (Eq. 9.3)
Net Allow. Bearing Pressure (Lateral Loads) = 6.07 Ksf
WL (Df) =
4.37 4.37 Gravity Loads: One way Shear:
Ptotal = 120.40 Kips qu avg. x = 8.14 Ksf
Note: Mx Total = 0.00 K-ft qu avg. y = 8.14 Ksf
P 1. ACI 95 Eq. 9.2 or ACI 05 My Total = 0.00 K-ft Cr. Wd. x = 1.38 ft
Eq. 9.5 or UBC Eq. 12-5 ex = 0.00 ft < 0.88 ft Cr. Wd. y = 1.38 ft
Mx 2. ACI 95 Eq. 9.3 or ACI 05 ey = 0.00 ft < 0.88 ft Cr. Area x = 7.22 sq. ft
Eq. 9.7 or UBC Eq. 12-6 Gravity + Wind Loads: Cr. Area y = 7.22 sq. ft
4.37 4.37 --> Gravity Pr. Ptotal = 120.40 Kips Vu x = 58.78 Kips
4.37 5.83 --> Gravity + Lateral Pr. Mx Total = 0.00 K-ft Ф Vc = 60.96 Kips > 58.78 Kips
21.0 in 12 in 5.25 ft My Total = 0.00 K-ft One Way Shear is OK along X-Axis
ex = 0.00 ft < 0.88 ft Vu y = 58.77 Kips
Type of Design
12 in ey = 0.00 ft < 0.88 ft Ф Vc = 60.96 Kips > 58.77 Kips
My Square Gravity + EQ. Loads: One Way Shear is OK along Y-Axis
Fixed Horiz. Dim. Ptotal = 115.16 Kips
Bearing OK
21.0 in Fixed Vertical Dim. Mx Total = -39.86 K-ft
My Total = 39.82 K-ft
ex = -0.35 ft < 0.88 ft
ey = 0.35 ft < 0.88 ft
4.37 5.83 Bearing OK
5.25 ft Moment design:
Cr. Wd. x = 2.13 ft
(9) # 5 @ 7.2 c/c Cr. Wd. y = 2.13 ft
Cr. Area x = 11.16 sq. ft
N.G.L. Cr. Area y = 11.16 sq. ft
Mu x = 18.59 K-ft/ft
Mu y = 18.59 K-ft/ft
As x = 0.52 in^2/ft
4.00 ft As y = 0.52 in^2/ft
12 in βc =1 = 0.85
As max = 3.08 in^2/ft
3 As min = 0.2592 in^2/ft
(9) # 5 @ 7.2 c/c
F1
Gross Bearing Pressure = 5.0 Ksf fc' = 4 Ksi Footing Information: Two way Shear:
Soil Density = 100 lb/ft^3 fy = 60 ksi Footing Area = 27.56 sq. ft. Vu = 177.37 Kips
Concrete Density = 150 lb/ft^3 d= 9 in Inertia x = 63.31 ft^4 qu avg. = 6.44 Ksf
Inertia y = 63.31 ft^4 Cr. Dim x = 1.75 ft
Service Axial "P" Service Moment "Mx" Service Moment "My" Wt. of Footing = 4.13 Kips Cr. Dim y = 1.75 ft
Pd = 91.05 Kips Md = 0.00 K-ft Md = 0.00 K-ft Wt. of Soil O.F. = 8.27 Kips Cr. Area = 3.06 sq. ft
Pl = 29.35 Kips Ml = 0.00 K-ft Ml = 0.00 K-ft Seismic Zone Uplift Capacity = 68.97 Kips Pr. Of cr. = 84.00 in
Peqx = -7.34 Kips Meq = -55.80 K-ft Meq = 55.75 K-ft Square Size Needed = 5.14 sq. ft Vu @ cr. = 157.66 Kips
Pwx = 0.00 Kips Mw = 0.00 K-ft Mw = 0.00 K-ft for Axial Loads Ф Vc = 162.57 Kips > 157.66 Kips
Peqy = -7.33 Kips UBC OR ACI Factors for EQ Combs: βc =c = 1 Two Way Punching Shear is OK
Pwy = 0.00 Kips See note No. 1 See Note No. 2
DL = 1.20 (Eq. 9.2) 0.90 (Eq. 9.3)
Net Allow.Bearing Pressure (Gravity Loads) = 4.55 Ksf EQ = 1.00 (Eq. 9.2) 1.00 (Eq. 9.3)
Net Allow. Bearing Pressure (Lateral Loads) = 6.07 Ksf
WL (Df) =
4.37 4.37 Gravity Loads: One way Shear:
Ptotal = 120.40 Kips qu avg. x = 8.14 Ksf
Note: Mx Total = 0.00 K-ft qu avg. y = 8.14 Ksf
P 1. ACI 95 Eq. 9.2 or ACI 05 My Total = 0.00 K-ft Cr. Wd. x = 1.38 ft
Eq. 9.5 or UBC Eq. 12-5 ex = 0.00 ft < 0.88 ft Cr. Wd. y = 1.38 ft
Mx 2. ACI 95 Eq. 9.3 or ACI 05 ey = 0.00 ft < 0.88 ft Cr. Area x = 7.22 sq. ft
Eq. 9.7 or UBC Eq. 12-6 Gravity + Wind Loads: Cr. Area y = 7.22 sq. ft
4.37 4.37 --> Gravity Pr. Ptotal = 120.40 Kips Vu x = 58.78 Kips
4.37 5.83 --> Gravity + Lateral Pr. Mx Total = 0.00 K-ft Ф Vc = 60.96 Kips > 58.78 Kips
21.0 in 12 in 5.25 ft My Total = 0.00 K-ft One Way Shear is OK along X-Axis
ex = 0.00 ft < 0.88 ft Vu y = 58.77 Kips
Type of Design
12 in ey = 0.00 ft < 0.88 ft Ф Vc = 60.96 Kips > 58.77 Kips
My Square Gravity + EQ. Loads: One Way Shear is OK along Y-Axis
Fixed Horiz. Dim. Ptotal = 115.16 Kips
Bearing OK
21.0 in Fixed Vertical Dim. Mx Total = -39.86 K-ft
My Total = 39.82 K-ft
ex = -0.35 ft < 0.88 ft
ey = 0.35 ft < 0.88 ft
4.37 5.83 Bearing OK
5.25 ft Moment design:
Cr. Wd. x = 2.13 ft
(9) # 5 @ 7.2 c/c Cr. Wd. y = 2.13 ft
Cr. Area x = 11.16 sq. ft
N.G.L. Cr. Area y = 11.16 sq. ft
Mu x = 18.59 K-ft/ft
Mu y = 18.59 K-ft/ft
As x = 0.52 in^2/ft
4.00 ft As y = 0.52 in^2/ft
12 in βc =1 = 0.85
As max = 3.08 in^2/ft
3 As min = 0.2592 in^2/ft
(9) # 5 @ 7.2 c/c
