meyerhof Method - Pile Capacity.xls
3
PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE ---------- ---------- Project Name : Location : Borehole No. : BH-1 Date : ---------- ---------- MAYERHOF Formula : K1 K2 Skin, Ps = K1 x Nav x As SAND 2.0 400 Bearing, Pb = K2 x Nb x Ab SILT 2.5 250 Ult. Load, Pu = Ps + Pb CLAY 3.0 100 All. Load, Pa = Ps/Fs + Pb/Fb Factor of safety : Skin, Fs 2 Bearing, Fb 3 ---------- ---------- To calculate allowable soil bearing capacity : Pile used : Type : s (c = circular) Width, b = 0.4 m Perimete 1.600 (s = square) (= dia. for typ A 0.160 Qa(conc 1800 ========== ========== ====== ========== ========== ============ ======================= Depth Soil SPT Skin Total Base Working Load Type N As Fric Skin Load s = 2.0 Fb = (m) (m²) (kN) (kN) (kN) (KN) ---------- ---------- ------ ---------- ---------- ------------ ----------------------- 0.0 SAND 0 0.0 0.0 0.0 0.0 0.0 1.5 SAND 16 2.4 76.8 76.8 1,024.0 379.7 3.0 SILT 18 2.4 108.0 184.8 720.0 332.4 4.5 SILT 11 2.4 66.0 250.8 440.0 272.1 6.0 SILT 15 2.4 90.0 340.8 600.0 370.4 7.5 SILT 16 2.4 96.0 436.8 640.0 431.7 9.0 SILT 20 2.4 120.0 556.8 800.0 545.1 10.5 SILT 19 2.4 114.0 670.8 760.0 588.7 12.0 SILT 22 2.4 132.0 802.8 880.0 694.7 13.5 SILT 21 2.4 126.0 928.8 840.0 744.4 15.0 SILT 24 2.4 144.0 1,072.8 960.0 856.4 16.5 SILT 17 2.4 102.0 1,174.8 680.0 814.1 18.0 SILT 20 2.4 120.0 1,294.8 800.0 914.1 19.5 SILT 18 2.4 108.0 1,402.8 720.0 941.4 21.0 SILT 21 2.4 126.0 1,528.8 840.0 1,044.4 22.5 SILT 21 2.4 126.0 1,654.8 840.0 1,107.4 24.0 SILT 23 2.4 138.0 1,792.8 920.0 1,203.1 25.5 SILT 25 2.4 150.0 1,942.8 1,000.0 1,304.7 27.0 SILT 31 2.4 186.0 2,128.8 1,240.0 1,477.7 28.5 SILT 33 2.4 198.0 2,326.8 1,320.0 1,603.4 30.0 SILT 35 2.4 210.0 2,536.8 1,400.0 1,735.1 31.5 SILT 26 2.4 156.0 2,692.8 1,040.0 1,693.1 33.0 SILT 30 2.4 180.0 2,872.8 1,200.0 1,836.4 34.5 SILT 32 2.4 192.0 3,064.8 1,280.0 1,959.1 36.0 SILT 36 2.4 216.0 3,280.8 1,440.0 2,120.4 37.5 SILT 38 2.4 228.0 3,508.8 1,520.0 2,261.1 39.0 SILT 50 2.4 300.0 3,808.8 2,000.0 2,571.1 40.5 SILT 11 2.4 66.0 3,874.8 440.0 2,084.1 42.0 SILT 9 2.4 54.0 3,928.8 360.0 2,084.4 43.5 SILT 13 2.4 78.0 4,006.8 520.0 2,176.7 45.0 SILT 15 2.4 90.0 4,096.8 600.0 2,248.4 46.5 SILT 17 2.4 102.0 4,198.8 680.0 2,326.1 For a designed load of 100 KN, the estimated depth is 16.5m. Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2 2. The pile is designed as floating pile where the pile would settle together is no effective negetive skin friction. 3. The final depth of piles penetration shall be decided on site by load test.
-
Upload
tee-bun-pin -
Category
Documents
-
view
3.941 -
download
443
description
Pile capacity Meyerhof Method
Transcript of meyerhof Method - Pile Capacity.xls
PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE------------------ ------------------Project Name : Location : Borehole No. : BH-1Date :------------------ ------------------MAYERHOF Formula : K1 K2Skin, Ps = K1 x Nav x As SAND 2.0 400Bearing, Pb = K2 x Nb x Ab SILT 2.5 250Ult. Load, Pu = Ps + Pb CLAY 3.0 100All. Load, Pa = Ps/Fs + Pb/Fb
Factor of safety : Skin, Fs = 2Bearing, Fb 3
------------------ ------------------To calculate allowable soil bearing capacity :Pile used : Type : s(c = circular) Width, b = 0.4 m Perimeter: 1.600 (s = square) (= dia. for type c) Ab: 0.160
Qa(conc): 1800
========== ========== ===== ========== ========== =========== ======================Depth Soil SPT Skin Total Base Working Load
Type N As Fric Skin Load Fs = 2.0 Fb = 3(m) (m²) (kN) (kN) (kN) (KN)
------------------ ------------------ ---------- ------------------ ------------------ -------------------- ---------------------------------------0.0 SAND 0 0.0 0.0 0.0 0.0 0.0 1.5 SAND 16 2.4 76.8 76.8 1,024.0 379.7 3.0 SILT 18 2.4 108.0 184.8 720.0 332.4 4.5 SILT 11 2.4 66.0 250.8 440.0 272.1 6.0 SILT 15 2.4 90.0 340.8 600.0 370.4 7.5 SILT 16 2.4 96.0 436.8 640.0 431.7 9.0 SILT 20 2.4 120.0 556.8 800.0 545.1 10.5 SILT 19 2.4 114.0 670.8 760.0 588.7 12.0 SILT 22 2.4 132.0 802.8 880.0 694.7 13.5 SILT 21 2.4 126.0 928.8 840.0 744.4 15.0 SILT 24 2.4 144.0 1,072.8 960.0 856.4 16.5 SILT 17 2.4 102.0 1,174.8 680.0 814.1 18.0 SILT 20 2.4 120.0 1,294.8 800.0 914.1 19.5 SILT 18 2.4 108.0 1,402.8 720.0 941.4 21.0 SILT 21 2.4 126.0 1,528.8 840.0 1,044.4 22.5 SILT 21 2.4 126.0 1,654.8 840.0 1,107.4 24.0 SILT 23 2.4 138.0 1,792.8 920.0 1,203.1 25.5 SILT 25 2.4 150.0 1,942.8 1,000.0 1,304.7 27.0 SILT 31 2.4 186.0 2,128.8 1,240.0 1,477.7 28.5 SILT 33 2.4 198.0 2,326.8 1,320.0 1,603.4 30.0 SILT 35 2.4 210.0 2,536.8 1,400.0 1,735.1 31.5 SILT 26 2.4 156.0 2,692.8 1,040.0 1,693.1 33.0 SILT 30 2.4 180.0 2,872.8 1,200.0 1,836.4 34.5 SILT 32 2.4 192.0 3,064.8 1,280.0 1,959.1 36.0 SILT 36 2.4 216.0 3,280.8 1,440.0 2,120.4 37.5 SILT 38 2.4 228.0 3,508.8 1,520.0 2,261.1 39.0 SILT 50 2.4 300.0 3,808.8 2,000.0 2,571.1 40.5 SILT 11 2.4 66.0 3,874.8 440.0 2,084.1 42.0 SILT 9 2.4 54.0 3,928.8 360.0 2,084.4 43.5 SILT 13 2.4 78.0 4,006.8 520.0 2,176.7 45.0 SILT 15 2.4 90.0 4,096.8 600.0 2,248.4 46.5 SILT 17 2.4 102.0 4,198.8 680.0 2,326.1
For a designed load of 100 KN, the estimated depth is 16.5m. Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2 2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there is no effective negetive skin friction. 3. The final depth of piles penetration shall be decided on site by load test.
F9
Recommendated Value
G9
Recommendated Value
PILE BEARING CAPACITY CALCULATION BASED ON S.P.T. VALUE------------------ ------------------Project Name : Location : Borehole No. : BH-1Date :------------------ ------------------MAYERHOF Formula : K1 K2Skin, Ps = K1 x Nav x As SAND 2.0 400Bearing, Pb = K2 x Nb x Ab SILT 2.5 250Ult. Load, Pu = Ps + Pb CLAY 3.0 100All. Load, Pa = Ps/Fs + Pb/Fb
Factor of safety : Skin, Fs = 2Bearing, Fb 3
------------------ ------------------To calculate allowable soil bearing capacity :Pile used : Type : s(c = circular) Width, b = 0.4 m Perimeter: 1.600 (s = square) (= dia. for type c) Ab: 0.160
Qa(conc): 1800
========== ========== ===== ========== ========== =========== ======================Depth Soil SPT Skin Total Base Working Load
Type N As Fric Skin Load Fs = 2.0 Fb = 3(m) (m²) (kN) (kN) (kN) (KN)
------------------ ------------------ ---------- ------------------ ------------------ -------------------- ---------------------------------------0.0 SAND 0 0.0 0.0 0.0 0.0 0.0 1.5 SAND 11 2.4 52.8 52.8 704.0 261.1 3.0 SAND 12 2.4 57.6 110.4 768.0 311.2 4.5 SAND 15 2.4 72.0 182.4 960.0 411.2 6.0 SILT 17 2.4 102.0 284.4 680.0 368.9 7.5 SILT 19 2.4 114.0 398.4 760.0 452.5 9.0 SILT 19 2.4 114.0 512.4 760.0 509.5 10.5 SILT 17 2.4 102.0 614.4 680.0 533.9 12.0 SILT 19 2.4 114.0 728.4 760.0 617.5 13.5 SILT 11 2.4 66.0 794.4 440.0 543.9 15.0 SILT 18 2.4 108.0 902.4 720.0 691.2 16.5 SILT 17 2.4 102.0 1,004.4 680.0 728.9 18.0 SILT 19 2.4 114.0 1,118.4 760.0 812.5 19.5 SILT 20 2.4 120.0 1,238.4 800.0 885.9 21.0 SILT 18 2.4 108.0 1,346.4 720.0 913.2 22.5 SILT 14 2.4 84.0 1,430.4 560.0 901.9 24.0 SILT 0 2.4 0.0 1,430.4 0.0 715.2 25.5 SILT 22 2.4 132.0 1,562.4 880.0 1,074.5 27.0 SILT 20 2.4 120.0 1,682.4 800.0 1,107.9 28.5 SILT 20 2.4 120.0 1,802.4 800.0 1,167.9 30.0 SILT 22 2.4 132.0 1,934.4 880.0 1,260.5 31.5 SILT 25 2.4 150.0 2,084.4 1,000.0 1,375.5 33.0 SILT 23 2.4 138.0 2,222.4 920.0 1,417.9 34.5 SILT 23 2.4 138.0 2,360.4 920.0 1,486.9 36.0 SILT 24 2.4 144.0 2,504.4 960.0 1,572.2 37.5 SILT 23 2.4 138.0 2,642.4 920.0 1,627.9 39.0 SILT 25 2.4 150.0 2,792.4 1,000.0 1,729.5 40.5 SILT 26 2.4 156.0 2,948.4 1,040.0 1,820.9 42.0 SILT 50 2.4 300.0 3,248.4 2,000.0 2,290.9 43.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2 45.0 SILT 2.4 0.0 3,248.4 0.0 1,624.2 46.5 SILT 2.4 0.0 3,248.4 0.0 1,624.2
For a designed load of 100 KN, the estimated depth is 16.5m. Note : 1. The clay skin friction for the top soil layer is assume to be 7.5kN/m2 2. The pile is designed as floating pile where the pile would settle together with the soil and therefore there is no effective negetive skin friction. 3. The final depth of piles penetration shall be decided on site by load test.
F9
Recommendated Value
G9
Recommendated Value
