ASMTower 2018.5 Job No. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

Structure Design For Mat Foundation 100KPA Dry

Client: VF Project: 45m SQ Tower

A 10/24/2018 First issue M.KG A.S.M Rev. Date Description Designed by Reviewed by

ASMTower 2018.5 Job No. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

EXECUTIVE SUMMARY Design is Safe with maximum ratio 0.88 and checks can be summarized as below: Overturning Safe as 0.54 < 1.0

Sliding Safe as 0.15 < 1.0

Bearing stress on soil Safe as 0.88 < 1.0

Punching shear Safe as 0.41 < 1.0

Bottom reinforcement Safe as 0.71 < 1.0

Top reinforcement Safe as 0.65 < 1.0

Minimum reinforcement Safe as 0.55 < 1.0

Pedestal vertical reinforcement Safe as 0.8 < 1.0

Pedestal horizontal reinforcement Safe as 0.67 < 1.0

Figure 1: Raft footing plan and elevation

ASMTower 2018.5 Job No. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

Maximum Tower Leg Reaction [Factored LOADS] Maximum compression force in leg C = 672.69 KN

Maximum force in leg T = 643.76 KN

Maximum horizontal shear force in leg SP = 66.98 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 = 20 MPa

Yielding strength for reinforcing bars Fy = 410 MPa

Yielding strength for stirrup bars Fyst = 240 MPa

Foundation Dimension Width of foundation W = 7.5 m

Length of foundation L = 7.5 m

Foundation depth D = 2 m

Foundation thickness t = 0.55 m

Width of tower FW = 4.65 m

Width of pedestal Wp = 0.8 m

Height above ground Hg = 0.25 m

Ground water depth dwat = 2 m

Check of Overturning According to TIA Clause 9.2 Weight of soil above footing Ws = 1323.83 KN

Weight of footing Wc = 846.84 KN

Uplift force due to ground water U = 0 KN

Overturning resistance φ STMsc = 0.9* [ Ws + Wc - U ] * (0.5 * W)

= 7741.19 KN.m

Factored overturning moment OTM = M + SP * ( D + Hg )

ASMTower 2018.5 Job No. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

= 4154.99 KN.m

OTM Vs. STM Safe as 4154.99 < 7741.19 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 = 152.54 KN

Net pressure force on pedestal in Z-dir FpedZ = 152.54 KN

Net pressure force on footing in X-dir FfX = 322.66 KN

Net pressure force on footing in Z-dir FfZ = 322.66 KN

Angle between sliding shear force and X-axis θ = 177.44 Deg

Nominal Sliding resistance force Slp = (FpedX + FfX) Cos θ + (FpedZ + FfZ) Sin θ + µ * Total Down

= 1180.37 KN

Material reduction factor of soil φs = 0.75

Sliding resistance force φSlp = 885.28 KN

Maximum sum of factored shear force on raft = 134.38 KN

Shear force Vs. Sliding resistance Safe as 134.38 < 885.28 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. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

Maximum bearing stress from figure 2 = 154.8 KPa

Stress on soil Vs. bearing capacity Safe as 154.8 < 175.5 Check of Punching Shear at Pedestal According to ACI-318M-08 Punching force at footing level P = -698.8 KN

Moment about X-axis at pedestal center Mx = 92.25 KN.m

Moment about Z-axis at pedestal center Mz = 94.8 KN.m

Foundation depth d = t - cover -reinforcement diameter

= 0.459 m

Location type = Corner

Length of side of critical section for punching shear b1 = 2.054 m

Width of side of critical section for punching shear b2 = 2.054 m

Punching perimeter bo = b1 + b2

= 4.109 m

Punching area Ap = bo * d

= 1.886 m2

Section modulus associated with critical section for punching shear (J/c)x = 1646755314 mm3

(J/c')x = 548918438 mm3

(J/c)z = 1646755314 mm3

(J/c')z = 548918438 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

= 0.5 MPa

Allowable punching stress = 1.1 MPa

Punching check Safe as 0.5 < 1.1 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. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

Foundation depth = 0.451 m

a = As * fy / ( 0.85 * fc' * W)

= 24.2 mm

Moment capacity φMn = 0.9 * As * fy * ( d - a / 2 - 1.5 * reinf. dia. )

= 162.8 KN.m/m'

Applied bottom bending moment (figure 3) = 115.8 KN.m/m'

Applied moment Vs. moment capacity Safe as 115.8 < 162.8 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 = 0.451 m

a = As * fy / ( 0.85 * fc' * W)

= 24.2 mm

Moment capacity φ Mn = 0.9 * As * fy * ( d - a / 2 - 1.5 * reinf. dia. )

= 162.8 KN.m/m'

Applied top bending moment (figure 4) = 106.5 KN.m/m'

Applied moment Vs. moment capacity Safe as 106.5 < 162.8 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

= 1100 mm2

Safe as 1100 < 2010.6 Design of Pedestal According to ACI-318 No. of reinforcement bars = 20

Diameter of reinforcement bars = 16 mm

ASMTower 2018.5 Job No. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

Area of reinforcement bars = 4021.2 mm2

Assumed cover = 75 mm

Pedestal depth = Wp - cover - stirrup dia. - rebar dia. / 2

= 0.707 m

No. of bar / face = 6

Spacing between bars = 122.8 mm

Assumed N.Axis distance = 106.1 mm

Reinforcement bars analysis : =

Row ID

No. of rebar

Ai mm2

di mm

strain stress MPa

Fi KN

Mi KN.m

1 6 1206.4 707 0.017 410 494.61 328.7

2 2 402.1 584.2 0.0135 410 164.87 89.32

3 2 402.1 461.4 0.01 410 164.87 69.08

4 2 402.1 338.6 0.0066 410 164.87 48.83

5 2 402.1 215.8 0.0031 410 164.87 28.58

6 6 1206.4 93 -0.0004 0 0 0

Sum 20 4021.2 - - - 1154.1 564.52

a = sum Ai * fsi / ( 0.85 * fc' * W)

= 84.9 mm

C = a / 0.8

= 106.1 mm

Moment capacity φ Mn = 0.9 * sum [Ai * fsi * ( di - a/2 )]

= 508.06 KN.m

Tension Capacity φ Tn = 0.9 * As * fy

= 1483.84 KN

Applied Moment Ma = SP * ( D - t + Hg )

= 107.52 KN.m

Applied Tension = 617.65 KN

φ Mn / Ma + φ Tn / Ta = 0.63

Safe as 0.63 < 1.0 Check of Minimum Reinforcement if Pedestal According to ACI-318

ASMTower 2018.5 Job No. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

Minimum reinforcement Ratio = 0.005

Minimum reinforcement Area = 3200 mm2

Supplied reinforcement Area = 4021.2 mm2

Safe as 3200 < 4021.2 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

= 0.707 m

Shear capacity = 0.75 * Ast * fy * dp / S

= 99.95 KN

Applied shear force = 66.98 KN

Safe as 66.98 < 99.95 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 -134.24 -147.63 6.01 270.7 -11 3802.51 2 -97.87 -147.63 -96.62 -2682.42 -9.23 2745.2 3 7.16 -147.63 -128.82 -3711.1 5.35 -329.38 4 102.63 -147.63 -101.78 -2925.99 11.23 -2968.58 5 134.72 -147.63 -7.96 -343.66 5.21 -3853.57 6 95.67 -147.63 96.93 2725.11 9.21 -2662.33 7 -6.79 -147.62 126.45 3619.93 0.47 284.95 8 -100.38 -147.63 101.22 2897.48 -11.21 2854.89 9 -134.25 -110.73 6 269.07 -11 3804.19

10 -97.88 -110.72 -96.63 -2684.03 -9.23 2746.85 11 7.17 -110.72 -128.81 -3712.7 5.35 -327.69 12 102.64 -110.72 -101.79 -2927.59 11.23 -2966.93 13 134.72 -110.72 -7.95 -345.26 5.18 -3851.87 14 95.67 -110.72 96.93 2723.5 9.25 -2660.68 15 -6.79 -110.71 126.45 3618.33 0.47 286.6 16 -100.38 -110.72 101.22 2895.88 -11.25 2856.54

ASMTower 2018.5 Job No. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

Figure 2: Maximum base pressure under raft footing at Combination 12 (0.9D.L.+1.6DesignWL_135Deg_130km/hr)

ASMTower 2018.5 Job No. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

Figure 3: Maximum bottom moment (Postive) Mx+|Mxy| in raft footing at Combination 12 (0.9D.L.+1.6DesignWL_135Deg_130km/hr)

ASMTower 2018.5 Job No. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

Figure 4: Maximum top moment (Negative) Mx-|Mxy| in raft footing at Combination 12 (0.9D.L.+1.6DesignWL_135Deg_130km/hr)

ASMTower 2018.5 Job No. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

Figure 5: Moment Mx in raft footing at Combination 12 (0.9D.L.+1.6DesignWL_135Deg_130km/hr)

ASMTower 2018.5 Job No. Mat Foundation 100KPA Dry Rev. No. A Client VF Date 10/24/2018 Project 45m SQ Tower Designed by M.KG Checked by A.S.M

ASMTower 2018.5

Figure 6: Moment Mxy in raft footing at Combination 12 (0.9D.L.+1.6DesignWL_135Deg_130km/hr)