(PROPOSAL ON SUBSURFACE INVESTIGATION)

1 (PROPOSAL ON SUBSURFACE INVESTIGATION). 1.. 2 Motorize System Rotory System 100 . (4 ) (Steel Casing) . 100 . (Wash Boring). 2.. (Sholby Tube Sampler) .. 65 .. Consistency . Very soft to stiff (Undisturbed sample).. (Shear Strength).. (Split Spoon Sampler) 2.. 69 .. 15 . 3 2 Standard Penetration Number . (Standard Penetration Test-SPT) . ( ) ASTM D 1586. 1. 3. (Soil Cassification). Unified Soil Chassification System (USCS). Cohesionless Soils . (Principle Name) (Supplement Name) . : 50-100 % . (Gravel, sand, silt, clay). : Trace 5 % .. (Gravel, sand, silt, clay) Few 5- 10 % . Little 15 - 25 % .. Some 30- 45 % . (Relative Density) Cohesionless Soil SPT.. SPT N.. Internal Friction ( ). Blows (%). 0-4 0 - 20 < 28o 4 - 10 20 - 40 28o - 30o 10 - 30 40 - 60 30o - 35o 30 - 50 60 - 80 36o - 41o >50 80 - 100 >41o Cohesive Soil Plasticity . Consistency Cohesive Soil SPT Undrained Shear Strength.

2 2. SPT N. Su . Blows t / m2. <2 < . 2-4 - . 4-8 - . 8 - 15 - . 15 - 30 - . >30 > . 4.. Description Standard of Reference Moisture Contents ASTM D 2216. Limited -Liquid Limited ASTM D 423. -Plastic Limited ASTM D 424. Size Analysis ASTM D 422. Compression Test ASTM D 2166. 5.. - . - . - . -Boring Log -Summary of Test Results - . 3.. = t (Use 22 t). f c = 280 ksc Qall .. 2 (I). Allowable Pile Load (tons). Borehole Pile Tip Square snd I Section Pile (m m). No. (m). m m m m m BH-1 BH-2 11. (Bored Pile). (Bored Pile) . BH-1 BH-2 . (Factor of Safety) . (Bored Pile) 3 4 . 3 (Bored Pile). Wet Process Pile Allowable Pile Load (tons). Borehole Tip Bored Pile (m) Wet Process No. (m) BH-1 BH-2 4 (Bored Pile). Dry Process Pile Allowable Pile Load (tons). Borehole Tip Bored Pile (m) Dry Process No. (m) BH-1 BH-2 12. BORE HOLE : DRIVEN PILE DRIVEN PILE BEARING CAPACITY PREDICTION.

3 BH-1. General Soil (N'=15+ (N-15) ;N>15). PROJECT: Qu(net) = Qf + Qe - Wp ; Qu(net) = Net Ultimate Bearing Compression Load (T). LOCATION: 36 19 Qu = Qf + Qe Qu = Ultimate Bearing Load (T). COORDINATE: E: N: Qf = SUM qf * P Qf = Ultimate Skin Friction Load (T). Water table depth(m.): Ground Elev. - m.(MSL) Qe = qe*Ap Qe = Ultimate End Bearing Load (T). Factor of Safety : P = Pile Perimeter AP = Pile Tip Area( ). Soil Type : 1 = Cohesionless Soil Soil Type 2 = Cohesive Soil ======= ===== ===== ====== ====== ====== ====== ====== ====== ====== ======== ======= ========= ======= ======== ======== ======= ======== ======= ======== =======. Depth SPT Soil SPT Su Total Eff. qf SUM qe Qu & Qa For Square and I section pile (m.). of (Fld) (Crt) Nc K Nq qf pile tip N/ft Type N/ft t/m2 t/m2 t/m2 Degree t/m t/m t/m2 Qu Qa(net) Qu Qa(net) Qu Qa(net). ======= ===== ===== ====== ====== ====== ====== ====== ====== ====== ======== ======= ========= ======= ======== ======== ======= ======== ======= ======== =======.

4 11 2 7 2 7 2 6 2 5 2 1 2 1 2 1 2 1 2 4 2 4 2 12 2 16 2 24 2 31 2 35 2 39 2 40 1 43 1 50 1 50 1 50 1 50 1 50 2 50 2 50 2 50 2 50 2 50 2 50 2 DEPTH VS ALLOWABLE BEARING CAPACITY. Depth of Pile Tip :m. 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200. Allowable bearing capacity (Qa),(Tons). 49. BORE HOLE : DRIVEN PILE DRIVEN PILE BEARING CAPACITY PREDICTION. BH-1. General Soil (N'=15+ (N-15) ;N>15). PROJECT: Qu(net) = Qf + Qe - Wp ; Qu(net) = Net Ultimate Bearing Compression Load (T). LOCATION: 36 19 Qu = Qf + Qe Qu = Ultimate Bearing Load (T). COORDINATE: E: N: Qf = SUM qf * P Qf = Ultimate Skin Friction Load (T). Water table depth(m.): Ground Elev. - m.(MSL) Qe = qe*Ap Qe = Ultimate End Bearing Load (T). Factor of Safety : P = Pile Perimeter AP = Pile Tip Area( ). Soil Type : 1 = Cohesionless Soil Soil Type 2 = Cohesive Soil ======= ===== ===== ====== ====== ====== ====== ====== ====== ====== ======== ======= ========= ======= ======== ======== ======= ======== ======= ======== =======.

5 Depth SPT Soil SPT Su Total Eff. qf SUM qe Qu & Qa For Square and I section pile (m.). of (Fld) (Crt) Nc K Nq qf pile tip N/ft Type N/ft t/m2 t/m2 t/m2 Degree t/m t/m t/m2 Qu Qa(net) Qu Qa(net) Qu Qa(net). ======= ===== ===== ====== ====== ====== ====== ====== ====== ====== ======== ======= ========= ======= ======== ======== ======= ======== ======= ======== =======. 11 2 7 2 7 2 6 2 5 2 1 2 1 2 1 2 1 2 4 2 4 2 12 2 16 2 24 2 31 2 35 2 39 2 40 1 43 1 50 1 50 1 50 1 50 1 50 2 50 2 50 2 50 2 50 2 50 2 50 2 DEPTH VS ALLOWABLE BEARING CAPACITY. Depth of Pile Tip :m. 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250 260 270 280 290 300. Allowable bearing capacity (Qa),(Tons). 50. General Soil BORED PILE BEARING CAPACITY PREDICTION. BH-1. Qa(net) = (Qf + Qe) - Wp Qa(net) = Net Allowable Compression Load PROJECT : Qu = Qf + Qe Qu = Ultimate Bearing Load (T).

6 LOCATION : 36 19 Qf = SUM qf * P Qf = Ultimate Skin Friction Load (T). COORDINATE: N: E: Qe = Qe * Ap Qe = Ultimate End Bearing Load (T). WATER TABLE(M.): P = Pile Perimeter(m.) Ap = Pile Tip Area ( ). Factor of Safety : Soil Type 1 = Cohesionless Soil Soil Type 2 = Cohesive Soil ======== ===== ====== ======= ======= ======= ===== ======= ======= ====== ======= ======= ====== ======= ======== ======== ======== ======== ======== ========= ===========================. Depth SPT Soil SPT Su Total Eff. qf SUM qe Qu & Qa For Circular section pile (m.). of (Fld) (Crt) Nc Overb. Overb. K Nq qf 2 2 2 2. pile tip N/ft Type N/ft t/m t/m t/m Degree t/m t/m t/m Qu Qa(net) Qu Qa(net) Qu Qa(net) Qu Qa(net). ====== ==== ==== ===== ===== ===== ==== ===== ===== ===== ===== ===== ==== ===== ====== ====== ====== ====== ====== ======= ====== ====== ======. 11 2 7 2 7 2 6 2 5 2 1 2 1 2 1 2 1 2 4 2 4 2 12 2 16 2 24 2 31 2 35 2 39 2 40 1 43 1 50 1 50 1 50 1 50 1 50 2 50 2 50 2 50 2 50 2 50 2 50 2 DEPTH VS ALLOWABLE BEARING CAPACITY.

7 Depth of Pile Tip. (m.). m. m. m. m. Allowable bearing capacity (Qa),(Tons). Pile Diameter (m.). Explain 1. Qa(net)=Allowable bearing capacity (minus weigth pile). qe<=500 perimeter, m = weight pile section area, m2 2. weight T/m 51. General Soil BORED PILE BEARING CAPACITY PREDICTION. BH-1. Qa(net) = (Qf + Qe) - Wp Qa(net) = Net Allowable Compression Load PROJECT : Qu = Qf + Qe Qu = Ultimate Bearing Load (T). LOCATION : 36 19 Qf = SUM qf * P Qf = Ultimate Skin Friction Load (T). COORDINATE: N: E: Qe = Qe * Ap Qe = Ultimate End Bearing Load (T). WATER TABLE(M.): P = Pile Perimeter(m.) Ap = Pile Tip Area ( ). Factor of Safety : Soil Type 1 = Cohesionless Soil Soil Type 2 = Cohesive Soil ======== ===== ====== ======= ======= ======= ===== ======= ======= ====== ======= ======= ====== ======= ======== ======== ======== ======== ======== ========= ===========================.

8 Depth SPT Soil SPT Su Total Eff. qf SUM qe Qu & Qa For Circular section pile (m.). of (Fld) (Crt) Nc Overb. Overb. K Nq qf 2 2 2 2. pile tip N/ft Type N/ft t/m t/m t/m Degree t/m t/m t/m Qu Qa(net) Qu Qa(net) Qu Qa(net) Qu Qa(net). ====== ==== ==== ===== ===== ===== ==== ===== ===== ===== ===== ===== ==== ===== ====== ====== ====== ====== ====== ======= ====== ====== ======. 11 2 7 2 7 2 6 2 5 2 1 2 1 2 1 2 1 2 4 2 4 2 12 2 16 2 24 2 31 2 35 2 39 2 40 1 43 1 50 1 50 1 50 1 50 1 50 2 50 2 50 2 50 2 50 2 50 2 50 2 DEPTH VS ALLOWABLE BEARING CAPACITY. Depth of Pile Tip. (m.). m. m. m. m. Allowable bearing capacity (Qa),(Tons). Pile Diameter (m.). Explain 1. Qa(net)=Allowable bearing capacity (minus weigth pile). qe<=500 perimeter, m = weight pile section area, m2 2. weight T/m 52. General Soil BORED PILE BEARING CAPACITY PREDICTION (DRY PROCESS). BH-1. Qa(net) = (Qf + Qe) - Wp Qa(net) = Net Allowable Compression Load PROJECT : Qu = Qf + Qe Qu = Ultimate Bearing Load (T).

9 LOCATION : 36 19 Qf = SUM qf * P Qf = Ultimate Skin Friction Load (T). COORDINATE: N: E: Qe = Qe * Ap Qe = Ultimate End Bearing Load (T). WATER TABLE(M.): P = Pile Perimeter(m.) Ap = Pile Tip Area ( ). Factor of Safety : Soil Type 1 = Cohesionless Soil Soil Type 2 = Cohesive Soil ======== ===== ====== ======= ======= ======= ===== ======= ======= ====== ======= ======= ====== ======= ======== ======== ======== ======== ======== ========= ===========================. Depth SPT Soil SPT Su Total Eff. qf SUM qe Qu & Qa For Circular section pile (m.). of (Fld) (Crt) Nc Overb. Overb. K Nq qf 2 2 2 2. pile tip N/ft Type N/ft t/m t/m t/m Degree t/m t/m t/m Qu Qa(net) Qu Qa(net) Qu Qa(net) Qu Qa(net). ====== ==== ==== ===== ===== ===== ==== ===== ===== ===== ===== ===== ==== ===== ====== ====== ====== ====== ====== ======= ====== ====== ======. 11 2 7 2 7 2 6 2 5 2 1 2 1 2 1 2 1 2 4 2 4 2 12 2 16 2 24 2 31 2 35 2 39 2 DEPTH VS ALLOWABLE BEARING CAPACITY.

10 Depth of Pile Tip. (m.). m. m. m. m. Allowable bearing capacity (Qa),(Tons). Pile Diameter (m.). Explain 1. Qa(net)=Allowable bearing capacity (minus weigth pile). qe<=500 perimeter, m = weight pile section area, m2 2. weight T/m 53.. BORING LOG.. SUMMARY OF TEST RESULTS. ESD. LOG OF BORING SITE CODE: - BORING NO. BORING DATE : 17/1/2560. PROJECT : GROUND ELEVATION : - m. BH-1. LOCATION : 36 19 WATER DEPTH: m. 1/2. COORDINATE: , SOIL ENGINEER : DEPTH Soil Classification Sample Field Investigation Laboratory Test No. Standard Penetration Test Water content, %. (USCS) Results Total Wn = Natural % Grain Size Analysis Depth (N) Blows/Ft Unit LL= Liquid limit % % Passing Sieve No. SOIL qu (t/m2) Wt. PI= Plasticity index M. 0 1 2 3 4 5 6 7 8 9. SYM. 0 10 20 30 40 50 60 70 80 90 100 m. T/m3 Wn LL PI #3/8 #4 #40 #200. - - - - SS-1 11 - SS-2 - - ( - m.), 7 - Brown , moist, SS-3 7 - Low to Medium plasticity, - - Medium to Stiff, SS-4 6 - Sandy CLAY (CL), SS-5 5 - - - - - ST-1 - - - - - - - ST-2 - - - - - ST-3 - - ( - m.)