សំ ញ់ វ ិស្វកមម ករគណនេជីង ងឈរេលស
ី រសរ្រគះឹ ៦េដើម
SAMLANH ENGINEER PILCAP ON 6 PILES VERIFICATION
1. Material Properties :
Concrete Strength Cylinder: 30.00 N/mm² Rebar Strength : 390.00 N/mm²
2. Supports Reaction :
PPC = 20.000 kN
P DL= 1508.93 kN Mx DL= 0.00 kN-m My DL= 0.00 kN-m
P LL= 434.13 kN Mx LL= 0.00 kN-m My LL= 0.00 kN-m
3. Column and Pilecap Properties:
Column Pilecap Concrete Cover (cm)
Type Rectangle Thickness (cm) : 70.00 Embended (s) = 5.00 cm
B 40.00 Main bar size : ø20 mm Letral = 5.00 cm
D 40.00 Main Bar Direction : X Top and Bottom = 5.00 cm
4. Piles Properties and Status :
Nº Pile D (cm) X (cmm) Y (cm) X dev.(cm) Ydev (cm) Qall. (kN) Ri (kN) Status
1 Square 30.00 90.00 50.00 5.00 5.00 360.00 324.3 Verified
2 Square 30.00 0.00 50.00 6.00 5.00 360.00 324.9 Verified
3 Square 30.00 -90.00 50.00 -5.00 -5.00 360.00 326.0 Verified
4 Square 30.00 -90.00 -50.00 3.00 -5.00 360.00 330.0 Verified
5 Square 30.00 0.00 -50.00 -5.00 -3.00 360.00 329.3 Verified
6 Square 30.00 90.00 -50.00 -3.00 5.00 360.00 328.4 Verified
95.0 95.0
2 1
3 Y+
55.0
45.0
45.0
55.0
6
4 5
87.0 87.0
5. Strut-and-Tie Modeling :
C.G of Load Distrtibuted Area from
As1
Column to Piles 2 1
3 23.20º 82.41º 97.59º 28.86º
Area X (cm) Y (cm)
61.14º
66.80º
A1 13.33 10.00 0 0
As3
As4
As5
A2 0.00 10.00 13.33 10.00
64.59º
A3 -13.33 10.00
58.58º
25.41
A4 -13.33 -10.00 31.42º 83.37º 96.63º
4
A5 0.00 -10.00 As2
A6 13.33 -10.00
Ultimate Pile Load
R1 = 444.15 kN
R2 = 444.99 kN
R3 = 446.50 kN b c
R4 = 451.90 kN
R5 = 451.01 kN
R6 = 449.70 kN
a/2
a
Minimum Rebar (As,min)
h d
Design Code : EC2 t
As,min1 = 12.36 cm²/m (E- 9.1N) T
s w
s+w/2
As,min2 = 8.32 cm²/m (E- 9.1N)
As,min = 12.36 cm²/m
Minimum Rebar Chosen : m
ø16 mm @ 15.00 cm Ri
As = 13.40 cm²/m Verified L
STM Pile Nº.1 (T1/C1) STM Pile Nº.2 (T2/C2)
Upper Node Type : C-C-C Upper Node Type : C-C-C
Effective Stress (fceT) = 17.60 MPa (E- 6.60, 6.57N, 3.15) Effective Stress (fceT) = 17.60 MPa (E- 6.60, 6.57N, 3.15)
Lower Node Type : C-C-T Lower Node Type : C-C-T
Effective Stress (fceB) = 14.96 MPa (E- 6.61, 6.57N, 3.15) Effective Stress (fceB) = 14.96 MPa (E- 6.61, 6.57N, 3.15)
Trial Tie (T1 ) = 707.43 kN a1 (mm) = 73.3 Trial Tie (T2 ) = 338.23 kN a2= 49.5 mm
Effective Depth (d1) = 620.0 mm h1 (mm) = 583.4 Effective Depth (d2) = 620.0 mm h2 = 595.2 mm
m1 = 932.4 mm c1 (mm) = 166.7 m2 = 454.0 mm c2 = 100.0 mm
Angle of Struct () = 32.03º Verified Angle of Struct () = 52.67º Verified
Struct (C1) = 837.4 kN bL1 (mm)= 300.0 Struct (C2) = 559.6 kN bL2 = 300.0 mm
Tie (T1) = 709.9 kN wL1 (mm) = 308.8 Tie (T2) = 339.4 kN wL2 = 304.1 mm
Upper Node Stress : 16.80 MPa Verified Upper Node Stress : 16.80 MPa Verified
Lower Node Stress : 9.04 MPa Verified Lower Node Stress : 6.14 MPa Verified
STM Pile Nº.3 (T3/C3) STM Pile Nº.4 (T4/C4)
Upper Node Type : C-C-C Upper Node Type : C-C-C
Effective Stress (fceT) = 17.60 MPa (E- 6.60, 6.57N, 3.15) Effective Stress (fceT) = 17.60 MPa (E- 6.60, 6.57N, 3.15)
Lower Node Type : C-C-T Lower Node Type : C-C-T
Effective Stress (fceB) = 14.96 MPa (E- 6.61, 6.57N, 3.15) Effective Stress (fceB) = 14.96 MPa (E- 6.61, 6.57N, 3.15)
Trial Tie (T3 ) = 672.43 kN a3 (mm) = 69.6 Trial Tie (T4 ) = 652.69 kN a4= 67.6 mm
Effective Depth (d3) = 620.0 mm h3 (mm) = 585.2 Effective Depth (d4) = 620.0 mm h4 = 586.2 mm
m3 = 888.5 mm c3 (mm) = 166.7 m4 = 863.2 mm c4 = 166.7 mm
Angle of Struct () = 33.37º Verified Angle of Struct () = 34.18º Verified
Struct (C3) = 811.8 kN bL3 (mm)= 300.0 Struct (C4) = 804.4 kN bL4 = 300.0 mm
Tie (T3) = 677.9 kN wL3 (mm) = 308.0 Tie (T4) = 665.5 kN wL4 = 307.5 mm
Upper Node Stress : 16.80 MPa Verified Upper Node Stress : 16.80 MPa Verified
Lower Node Stress : 8.79 MPa Verified Lower Node Stress : 8.72 MPa Verified
STM Pile Nº.5 (T5/C5) STM Pile Nº.6 (T6/C6)
Upper Node Type : C-C-C Upper Node Type : C-C-C
Effective Stress (fceT) = 17.60 MPa (E- 6.60, 6.57N, 3.15) Effective Stress (fceT) = 17.60 MPa (E- 6.60, 6.57N, 3.15)
Lower Node Type : C-C-T Lower Node Type : C-C-T
Effective Stress (fceB) = 14.96 MPa (E- 6.61, 6.57N, 3.15) Effective Stress (fceB) = 14.96 MPa (E- 6.61, 6.57N, 3.15)
Trial Tie (T5 ) = 322.09 kN a5 (mm) = 47.2 Trial Tie (T6 ) = 614.62 kN a6= 63.6 mm
Effective Depth (d5) = 620.0 mm h5 (mm) = 596.4 Effective Depth (d6) = 620.0 mm h6 = 588.2 mm
m5 = 432.9 mm c5 (mm) = 100.0 m6 = 815.6 mm c6 = 166.7 mm
Angle of Struct () = 54.03º Verified Angle of Struct () = 35.80º Verified
Struct (C5) = 557.3 kN bL5 (mm)= 300.0 Struct (C6) = 768.8 kN bL6 = 300.0 mm
Tie (T5) = 327.4 kN wL5 (mm) = 303.7 Tie (T6) = 623.6 kN wL6 = 306.7 mm
Upper Node Stress : 16.80 MPa Verified Upper Node Stress : 16.80 MPa Verified
Lower Node Stress : 6.12 MPa Verified Lower Node Stress : 8.36 MPa Verified
6. Tie Reinforcement :
Reinforcement Pile 1 to Pile 3 (As1) : Reinforcement Pile 4 to Pile 6 (As2) :
T1,2 = 623.12 kN As,Re= 18.37 cm² T4,6 = 567.89 kN As,Re= 16.75 cm²
Chosen : 6 ø20 mm Chosen : 6 ø20 mm
As1 = 18.85 cm² Verified As4 = 18.85 cm² Verified
Reinforcement Pile 3 to Pile 4 (As3) : Reinforcement Pile 2 to Pile 5 (As4) :
T3,4 = 346.90 kN As,Re= 10.23 cm² T2,5 = 336.42 kN As,Re= 9.92 cm²
Chosen : 4 ø20 mm Chosen : 4 ø20 mm
As3 = 12.57 cm² Verified As2 = 12.57 cm² Verified
Reinforcement Pile 6 to Pile 1 (As5) :
T6,1 = 342.60 kN As,Re= 10.10 cm²
Chosen : 4 ø20 mm
As1 = 12.57 cm² Verified
