30m monopole dry footing 100kpa - asmtower · 10/23/2018 · asmtower 2018.5 job no. foundation...
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ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Structure Design For Foundation 100KPA Dry
Client: VF Project: 30m Monopole
A 10/23/2018 First issue M.Kh A.S.M Rev. Date Description Designed by Reviewed by
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
EXECUTIVE SUMMARY Design is Safe with maximum ratio 0.99 and checks can be summarized as below: Overturning Safe as 0.55 < 1.0
Sliding Safe as 0.12 < 1.0
Bearing stress on soil Safe as 0.82 < 1.0
Punching shear Safe as 0.45 < 1.0
Bottom reinforcement Safe as 0.81 < 1.0
Top reinforcement Safe as 0.55 < 1.0
Minimum reinforcement Safe as 0.5 < 1.0
Pedestal vertical reinforcement Safe as 0.99 < 1.0
Pedestal horizontal reinforcement Safe as 0.24 < 1.0
Figure 1: Raft footing plan and elevation
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Maximum Tower Leg Reaction [Factored LOADS] Maximum compression force in leg C = 72.9 KN
Maximum force in leg T = 0 KN
Maximum horizontal shear force in leg SP = 48.19 KN
Material Specification Net bearing capacity = 100 MPa
Soil density γs = 1734 kg/m3
Concrete density γc = 2447 kg/m3
Concrete compressive strength F'c = 21 MPa
Yielding strength for reinforcing bars Fy = 410 MPa
Yielding strength for stirrup bars Fyst = 240 MPa
Foundation Dimension Width of foundation W = 4.7 m
Length of foundation L = 4.7 m
Foundation depth D = 2 m
Foundation thickness t = 0.5 m
Width of tower FW = 1.18 m
Width of pedestal Wp = 1.5 m
Height above ground Hg = 0.3 m
Ground water depth dwat = 2 m
Check of Overturning According to TIA Clause 9.2 Weight of soil above footing Ws = 506.06 KN
Weight of footing Wc = 362.23 KN
Uplift force due to ground water U = 0 KN
Overturning resistance φ STMsc = 0.9* [ Ws + Wc - U ] * (0.5 * W)
= 1964.92 KN.m
Factored overturning moment OTM = M + SP * ( D + Hg )
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
= 1085.24 KN.m
OTM Vs. STM Safe as 1085.24 < 1964.92 Check of Sliding According to TIA Clause 9.2 Soil internal friction φf = 30 Deg
Passive pressure coefficient Kp = (1 + sin (φf) ) / (1 - sin (φf) )
= 3
Active pressure coefficient Ka = (1 - sin (φf) ) / (1 + sin (φf) )
= 0.33
Net pressure coefficient Kn = 2.67
Friction coefficient between soil and concrete µ = 0.3
Net pressure force on pedestal in X-dir FpedX = 76.52 KN
Net pressure force on pedestal in Z-dir FpedZ = 76.52 KN
Net pressure force on footing in X-dir FfX = 186.49 KN
Net pressure force on footing in Z-dir FfZ = 186.49 KN
Angle between sliding shear force and X-axis θ = -178.22 Deg
Nominal Sliding resistance force Slp = (FpedX + FfX) Cos θ + (FpedZ + FfZ) Sin θ + µ * Total Down
= 547.95 KN
Material reduction factor of soil φs = 0.75
Sliding resistance force φSlp = 410.97 KN
Maximum sum of factored shear force on raft = 48.19 KN
Shear force Vs. Sliding resistance Safe as 48.19 < 410.97 Check of Base Pressure According to TIA Clause 9.2 Net bearing capacity = 100 KPa
Assumed soil factor of safety = 2
Ultimate net bearing capacity = 200 KPa
Nominal strength Rs = Ultimate net bearing capacity + γs * D
= 234 MPa
Material reduction factor of soil φs = 0.75
Design bearing capacity φs Rs = 175.5 KPa
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Maximum bearing stress from figure 2 = 143.8 KPa
Stress on soil Vs. bearing capacity Safe as 143.8 < 175.5 Check of Punching Shear at Pedestal According to ACI-318M-08 Punching force at footing level P = -170.09 KN
Moment about X-axis at pedestal center Mx = -42.16 KN.m
Moment about Z-axis at pedestal center Mz = 1075.04 KN.m
Foundation depth d = t - cover -reinforcement diameter
= 0.409 m
Location type = Corner
Length of side of critical section for punching shear b1 = 3.304 m
Width of side of critical section for punching shear b2 = 3.304 m
Punching perimeter bo = b1 + b2
= 6.609 m
Punching area Ap = bo * d
= 2.703 m2
Section modulus associated with critical section for punching shear (J/c)x = 3744610628 mm3
(J/c')x = 1248203543 mm3
(J/c)z = 3744610628 mm3
(J/c')z = 1248203543 mm3
Percent of Mx resisted by shear γvx = 0.4
Percent of Mz resisted by shear γvz = 0.4
Applied punching stress = P / Ap + γvx Mx * (J/c)x + γvz Mz * (J/c)z
= 0.4 MPa
Allowable punching stress = 0.9 MPa
Punching check Safe as 0.4 < 0.9 Design of Bottom Reinforcement According to ACI-318 Reinforcement bars spacing = 200 mm
Diameter of reinforcement bars = 16 mm
Area of reinforcement bars = 1005.3 mm2
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Foundation depth = 0.401 m
a = As * fy / ( 0.85 * fc' * W)
= 23.1 mm
Moment capacity φMn = 0.9 * As * fy * ( d - a / 2 - 1.5 * reinf. dia. )
= 144.5 KN.m/m'
Applied bottom bending moment (figure 3) = 116.9 KN.m/m'
Applied moment Vs. moment capacity Safe as 116.9 < 144.5 Design of Top Reinforcement According to ACI-318 Reinforcement bars spacing = 200 mm
Diameter of reinforcement bars = 16 mm
Area of reinforcement bars = 1005.3 mm2
Foundation depth = 0.401 m
a = As * fy / ( 0.85 * fc' * W)
= 23.1 mm
Moment capacity φ Mn = 0.9 * As * fy * ( d - a / 2 - 1.5 * reinf. dia. )
= 144.5 KN.m/m'
Applied top bending moment (figure 4) = 80 KN.m/m'
Applied moment Vs. moment capacity Safe as 80 < 144.5 Check of Minimum Reinforcement if Raft According to ACI-318 Area of bottom reinforcement bars = 1005.3 mm2
Area of top reinforcement bars = 1005.3 mm2
Total area of reinforcement bars = 2010.6 mm2
Minimum total area of reinforcement bars = 0.002 * t * W
= 1000 mm2
Safe as 1000 < 2010.6 Design of Pedestal According to ACI-318 No. of reinforcement bars = 36
Diameter of reinforcement bars = 20 mm
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Area of reinforcement bars = 11309.7 mm2
Assumed cover = 75 mm
Pedestal depth = Wp - cover - stirrup dia. - rebar dia. / 2
= 1.405 m
No. of bar / face = 10
Spacing between bars = 145.6 mm
Assumed N.Axis distance = 154.2 mm
Reinforcement bars analysis : =
Row ID
No. of rebar
Ai mm2
di mm
strain stress MPa
Fi KN
Mi KN.m
1 10 3141.6 1405 0.0243 410 1288.05 1730.28
2 2 628.3 1259.4 0.0215 410 257.61 308.56
3 2 628.3 1113.9 0.0187 410 257.61 271.06
4 2 628.3 968.3 0.0158 410 257.61 233.57
5 2 628.3 822.8 0.013 410 257.61 196.07
6 2 628.3 677.2 0.0102 410 257.61 158.57
7 2 628.3 531.7 0.0073 410 257.61 121.08
8 2 628.3 386.1 0.0045 410 257.61 83.58
9 2 628.3 240.6 0.0017 336.1 211.2 37.78
10 10 3141.6 95 -0.0012 0 0 0
Sum 36 11309.7 - - - 3302.53 3140.54
a = sum Ai * fsi / ( 0.85 * fc' * W)
= 123.3 mm
C = a / 0.8
= 154.2 mm
Moment capacity φ Mn = 0.9 * sum [Ai * fsi * ( di - a/2 )]
= 2826.49 KN.m
Tension Capacity φ Tn = 0.9 * As * fy
= 4173.29 KN
Applied Moment Ma = SP * ( D - t + Hg )
= 1063.82 KN.m
Applied Tension = 0 KN
φ Mn / Ma + φ Tn / Ta = 0.38
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Safe as 0.38 < 1.0 Check of Minimum Reinforcement if Pedestal According to ACI-318 Minimum reinforcement Ratio = 0.005
Minimum reinforcement Area = 11250 mm2
Supplied reinforcement Area = 11309.7 mm2
Safe as 11250 < 11309.7 Design of Shear reinforcement For Pedestal According to ACI-318 Tie bars spacing = 200 mm
Diameter of tie bars = 10 mm
No. of tie branches = 2
Area of tie bars = 157.1 mm2
Pedestal depth = Wp - cover - stirrup dia. - rebar dia. / 2
= 1.405 m
Shear capacity = 0.75 * Ast * fy * dp / S
= 198.63 KN
Applied shear force = 48.19 KN
Safe as 48.19 < 198.63 Total Reaction on Foundation [Factored loads]
Comb No.
Shear X KN
Vertical KN
Shear Z KN
Moment Mx
KN.m
Torque My
KN.m
Moment Mz
KN.m 1 -48.17 -72.9 -1.5 -39.09 -8.83 976.29 2 -34.3 -72.9 -33.28 -671.19 1.04 700.66 3 -2.37 -72.9 -45.95 -922.91 1.19 64.31 4 32.9 -72.9 -31.43 -626.38 4.43 -674.49 5 46.36 -72.9 1.22 37.95 8.24 -944.75 6 32.96 -72.9 32.25 656.56 -2.04 -676.25 7 1.48 -72.9 45.74 923.86 -2.75 -44.79 8 -33.42 -72.9 31.73 634.17 -4.45 675.66 9 -48.17 -54.67 -1.5 -39.84 -8.83 974.45
10 -34.3 -54.67 -33.28 -670.3 1.04 699.52 11 -2.37 -54.67 -45.95 -921.37 1.19 64.82 12 32.9 -54.67 -31.43 -625.62 4.43 -672.02
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Comb No.
Shear X KN
Vertical KN
Shear Z KN
Moment Mx
KN.m
Torque My
KN.m
Moment Mz
KN.m 13 46.36 -54.67 1.22 36.96 8.24 -941.58 14 32.96 -54.67 32.25 653.98 -2.04 -673.78 15 1.48 -54.67 45.74 920.59 -2.75 -43.95 16 -33.42 -54.67 31.73 631.66 -4.45 674.6
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Figure 2: Maximum base pressure under raft footing at Combination 10 (0.9D.L.+1DesignWL_45Deg_163.79km/hr)
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Figure 3: Maximum bottom moment (Postive) Mx+|Mxy| in raft footing at Combination 10 (0.9D.L.+1DesignWL_45Deg_163.79km/hr)
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Figure 4: Maximum top moment (Negative) Mx-|Mxy| in raft footing at Combination 2 (1.2D.L.+1DesignWL_45Deg_163.79km/hr)
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Figure 5: Moment Mx in raft footing at Combination 10 (0.9D.L.+1DesignWL_45Deg_163.79km/hr)
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Figure 6: Moment Mxy in raft footing at Combination 10 (0.9D.L.+1DesignWL_45Deg_163.79km/hr)
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Figure 7: Moment Mx in raft footing at Combination 2 (1.2D.L.+1DesignWL_45Deg_163.79km/hr)
ASMTower 2018.5 Job No. Foundation 100KPA Dry Rev. No. A Client VF Date 10/23/2018 Project 30m Monopole Designed by M.Kh Checked by A.S.M
ASMTower 2018.5
Figure 8: Moment Mxy in raft footing at Combination 2 (1.2D.L.+1DesignWL_45Deg_163.79km/hr)