ALL UNITS ARE IN lb-in 0.852222

x y Acp Pcp Ta Aoh Ao Ph Vu d Vc Tu fc' LHS RHS fy Vs Av/s Av/2s At/s Al Min.Al10 18 180 56 31103.26 94.25 80.1125 42 21924 16 17202.790471 131252.8 4000 389.9147 521.4596 60000 8590.151 0.010527 0.005264 0.016062308 0.674617 0.274066

0 0 0 0 80954.3194.25 80.1125 42 389.9147 40477.15 0.016062308

Av/s Al/3NEGATIVE REINFORCEMENT 0.021326 0.021325881 0.337308 0.674617

b d Mu a1 As1 a2 As2 a3 As3 a4 As4 ρ As As+Al/30.02138 0.003333 10 16 373369 6.036735 0.532617 0.939913 0.445217 0.785677 0.4430171871 0.781795 0.442962 0.002769 0.533333 0.870642

0.042652POSITIVE REINFORCEMENT

b d Mu a1 As1 a2 As2 a3 As3 a4 As4 ρ As As+Al/30.02138 0.003333 10 16 520523 6.036735 0.742535 1.310356 0.620688 1.095332 0.6176212682 1.08992 0.617544 0.00386 0.617544 0.954853 12mm 9.378276118

661500Minimum Flexural reinforcemen0.8706418058

1.32 0.62 1.941.94

1.978731377Doubly Reinforced Beam 2.170120309

β1 ФTcr d' M2 M1 As' ρ' As ρ Check As+Al/3 1.9787313770.85 124413 2.5 2664467 0 0 0 0.0242505787 3.420816 0.02138 NOT OK 3.758125

a c f' As'revised6.036735 7.102041 56375 0

20367.66667

ρmax ρmin

(TOTAL TRANSVERSE REINFORCEMENT)/SPA

CING

ρmax ρmin

ρcy

SLAB DESIGN FOR RBS ROOMSITE ID MWH-009

DESIGN DATALong side of slab = 6300 mm = 20.67 ftShort side of slab = 5400 mm = 17.72 ftEdge beam width = 250 mm = 0.82 ftClear Span in short direction, la = 5150 mm = 16.90 ftClear Span in long direction, lb = 6050 mm = 19.85 ftRatio, m = la/lb = 0.85

Slab Thickness = 138 mm = 5.433 inCover = 20 mm = 0.787 in

10 mm 10 mm

113 mm = 4.449 in

103 mm = 4.055 infy = 60000 psif'c = 4000 psi

Load Calculation(psf)Dead Load = 150 Factored Dead Load = 210Live Load = 40 Factored Live Load = 68

Total Factored Load = 278

Dead load (+) Moment Co-officients

Ca = 0.050 ACI 1995 Moment Co-officientsCb= 0.026 ACI 1995 Moment Co-officientsLive Load (-) Moment Co-officients

Ca = 0.0499 ACI 1995 Moment Co-officientsCb = 0.0261 ACI 1995 Moment Co-officients

Design Moments:-

Ma = 47500.97 lb-in/ftMb = 34270.53 lb-in/ft

Short direction Reinforcement:

As = 0.205 in2/ftBar Size= 10 mmSpacing= 7 in = 181 mm

Long direction Reinforcement:

As = 0.161 in2/ftBar Size= 10 mmSpacing= 9 in = 231 mm

= =

Moment Arm,d(Short Direction) Moment Arm,d(Long Direction)

Site Name:- MWH-009COLUMN DESIGN

Design Loading

Column No Axial Load,K MomentX-X( K-ft) MomentY-Y(K-ft)

C1504 Maxm. 96.00 Maxm. 96.00 Maxm. 375*375

C2250*250

C3

C4

Calculation of Axial Load CapacityProceduref'c= 3 ksi

fy= 60 ksi b = 300 mm = 12 in h = 500 mm = 20 in 2.64

Area= 150000 mm2 = 232.5005 in2Steel ratio = , As = 2.366566 in2 = 1526.814 mm2 1.017876

Axial Load capacity = 408.15 Kip > 504 not ok ΦPn=.7x.8x[.85xfcx[Ac-As]+Asxfy]Bar Size= 18 mm, No.= 6 or 6 6

Number of Bars(X-X) 8Number of Bars(Y-Y) 6

Calculation for Mxx(Major Axis) Capacity INTERACTION DIAGRAM FOR MAJOR DIRECTION(X-X)

As' = 1017.36 mm2 = 2 in2As = 1017.36 mm2 = 2 in2

Clear Cover d' = 37 mm = 2.5 inMoment Arm, d = 463 mm = 17.5 in

Moment Capacity = 140 K-ft > 96.00 K-ft

INTERACTION DIAGRAMS ARE DRAWN ACCORDING TO THE 1995 ACI CODE

Calculation for Myy(Minor Axis) Capacity INTERACTION DIAGRAM FOR MINOR DIRECTION(Y-Y)

As' = 1962.5 mm2 = 3.041881 in2As = 1962.5 mm2 = 3.041881 in2

Clear Cover d' = 25 mm = 0.984252 inMoment Arm, d = 275 mm = 10.82677 in

Moment Capacity = 100 K-ft > 40.00 K-ft

INTERACTION DIAGRAMS ARE DRAWN ACCORDING TO THE 1995 ACI CODE

INTERACTION DIAGRAMS ARE DRAWN ACCORDING TO THE 1995 ACI CODE

8-Φ16

4-Φ20

0 50 100 150 200 250

0

100

200

300

400

500

600

700 P-Mxx Diagram

Mxx Capacity, K-ft

Pz

Ca

pa

cit

y,K

-50 0 50 100 150 2000

100

200

300

400

500

600

700

P-Myy Diagram

Myy Capacity, K-ft

Pz

Ca

pa

cit

y,

K

Soil types clayFactor of safety, F.S 2.5Unit weigth of soil 57.5 psfLength of the footing, L 5.5 ftWidth of the footing, B 5.5 ftDepth of the footing, D 6 ftSPT values 6Nq 4 (From table 3.1 teng, page 58) Nc 7.5 (From table 3.1 teng, page 58)Nɣ 0 (for Clay 0, (From table 3.1 teng, page 58))Horizontal force on footing, H 10000 lbVertical force on footing, V 115000 lb

1500 psf

5.21 ksf 8.6925 ksfAllowable bearing capacity 2.1 ksf 3.48 ksf

FOOTING DESIGN (USD) CLIENT : PANCHANON BABU

FOR MULTIPLE USE ADDRESS : Plot - 45, Road - 12, sec - 10, Uttara

Type of f'c fy DL LL TD TDul % of loadFooting in in in in in in used

psi psi kips kips kips kips %

Wdl Wll Wtd Wtdu

F1 3000 40000 465 100 565 811 90

F2 3000 40000 75 115 190 289 90

F3 3000 40000 131 32 163 234.6 90

F4 3000 40000 93 24 117 168.6 90

F5 3000 40000 47 11 58 83.4 90

F6 3000 40000 47 11 58 83.4 90

F7 3000 40000 49 12 61 87.8 90

F8 3000 40000 49 12 61 87.8 90

Unconfined compressive strength, qu

Ultimate bearing capacity, qult

F9 3000 40000 54 13 67 96.4 90

F10 3000 40000 54 13 67 96.4 90

deaad loa live loadkip kip

gride 1 171 34

gride 4 385 85gride 5 225 46

5.76 11.755102

PANCHANON BABU DESIGN BY : Engineer Mr. Zayedur Rahim, PEng

ADDRESS : Plot - 45, Road - 12, sec - 10, Uttara DATE : 09-02-09

% of foun- Found. Design Col. size Col. size Bearing Area Footing Footing Areadation load load long short capacity required long size short size providedload in in in in in in in in in

% kips kips in in ksf sft ft ft sft

Wu a b q L B

0 0.00 508.50 20 18 3.20 158.91 12.000 11.833 142.00

0 0.00 171.00 36 36 4 42.75 7.000 7.000 49.00

0 0.00 146.70 12 12 3 48.90 7.000 7.000 49.00

0 0.00 105.30 12 12 3 35.10 6.000 6.000 36.00

0 0.00 52.20 12 12 0.9 58.00 8.250 8.250 68.06

0 0.00 52.20 12 12 1.5 34.80 6.250 6.250 39.06

0 0.00 54.90 12 12 0.9 61.00 8.250 8.250 68.06

0 0.00 54.90 12 12 1.5 36.60 6.500 6.500 42.25

0 0.00 60.30 12 12 1.25 48.24 7.500 7.500 56.25

0 0.00 60.30 12 12 1 60.30 8.500 8.500 72.25

1.83333 1.83333333

Check Effective Punching Check Punching Check Punching Ultimate Punching Punchingdimension depth long length punching short length punching parameter bearing force shear

in in length in length in capacity in in

in in in in in kips psi

ksfd Lp Bp bo qu Pp vp

Not ok 27 47 OK 45 OK 184 5.71 727.12 146.36

OK 11 47 OK 47 OK 188 5.90 198.52 96.00

OK 13 25 OK 25 OK 100 4.79 213.82 164.48

OK 11 23 OK 23 OK 92 4.68 151.40 149.60

OK 9 21 OK 21 OK 84 1.23 79.65 105.35

OK 9 21 OK 21 OK 84 2.14 76.86 101.67

OK 9 21 OK 21 OK 84 1.29 83.85 110.91

OK 9 21 OK 21 OK 84 2.08 81.44 107.72

OK 10 22 OK 22 OK 88 1.71 90.64 103.00

OK 10 22 OK 22 OK 88 1.33 91.92 104.45

Allowable Assume Check Shear Shear Allowable Check Shear Shear Checkpunching thickness Punching length stress shear shear length stress shear

shear in shear long dir. long dir. stress stress short dir. short dir. stress

in in in in in in in

psi ft psi psi ft psivap t

186.23 30 OK 2.92 51.41 93.11 OK 2.92 51.41 OK

186.23 14 OK 1.08 48.40 93.11 OK 1.08 48.40 OK

186.23 16 OK 1.92 58.82 93.11 OK 1.92 58.82 OK

186.23 14 OK 1.58 56.18 93.11 OK 1.58 56.18 OK

186.23 12 OK 2.88 32.62 93.11 OK 2.88 32.62 OK

186.23 12 OK 1.88 37.07 93.11 OK 1.88 37.07 OK

186.23 12 OK 2.88 34.34 93.11 OK 2.88 34.34 OK

186.23 12 OK 2.00 38.48 93.11 OK 2.00 38.48 OK

186.23 13 OK 2.42 34.51 93.11 OK 2.42 34.51 OK

186.23 13 OK 2.92 32.43 93.11 OK 2.92 32.43 OK

Moment Moment Assume Steel Itaraion % Steel For brick Minimum Minimum length in a As value increse required chips steel steel

in short dir. of of steel in minimum in in

short dir. in in a steel in

ft k-ft/ft timesASmin1 ASmin2

5.17 76.23 0.400 0.95 1.239 10 1.04 1.50 1.08 1.80

2.00 11.80 0.500 0.37 0.478 10 0.40 1.50 0.50 0.84

3.00 21.54 0.750 0.57 0.744 10 0.63 1.50 0.58 0.96

2.50 14.64 0.550 0.45 0.595 10 0.50 1.50 0.50 0.84

3.63 8.05 0.481 0.31 0.400 10 0.34 1.50 0.43 0.72

2.63 7.36 0.438 0.28 0.365 10 0.31 1.50 0.43 0.72

3.63 8.48 0.507 0.32 0.422 10 0.36 1.50 0.43 0.72

2.75 7.86 0.469 0.30 0.391 10 0.33 1.50 0.43 0.72

in2 in2 in2

in2

3.25 9.05 0.485 0.31 0.404 10 0.34 1.50 0.47 0.78

3.75 9.38 0.503 0.32 0.419 10 0.35 1.50 0.47 0.78

Used Bar No.of Spacing Moment Moment Assume Steel Itaraion % Steelsteel dia bar in length in a As value increse required

in in required in in long dir. of of steel in

mm long dir. in in a

ft k-ft/ft

1.80 20 45 3.24 5.17 76.23 1.225 0.96 1.259 10 1.06

0.84 16 19 4.45 2.00 11.80 1.078 0.38 0.491 10 0.41

0.96 16 22 3.89 3.00 21.54 0.393 0.56 0.733 10 0.62

0.84 16 17 4.45 2.50 14.64 0.393 0.45 0.590 10 0.50

0.72 16 20 5.19 3.63 8.05 0.481 0.31 0.400 10 0.34

0.72 16 15 5.19 2.63 7.36 0.438 0.28 0.365 10 0.31

0.72 16 20 5.19 3.63 8.48 0.507 0.32 0.422 10 0.36

0.72 16 16 5.19 2.75 7.86 0.469 0.30 0.391 10 0.33

in2 /ft in2

in2

0.78 16 19 4.79 3.25 9.05 0.485 0.31 0.404 10 0.34

0.78 16 22 4.79 3.75 9.38 0.503 0.32 0.419 10 0.35

4 9.0909093600

FOOTING SCHEDUL CLIENT :

ADDRESS : Plot - 45, Road - 12, sec - 10, Uttara

Used Bar No.of Spacing Bearing Capacity = 0.90 to 1.5 ksf at 6'-0" depthsteel dia bar in

in in required in Type Length Breath Col. Col.

mm size size

L B a bAs feet feet inch inch

1.80 20 44.00 3.24 F1 12.00 11.83 20 18

0.84 16 19.00 4.45 F2 7.00 7.00 36 36

0.96 16 22.00 3.89 F3 7.00 7.00 12 12

0.84 16 17.00 4.45 F4 6.00 6.00 12 12

0.72 16 20.00 5.19 F5 8.25 8.25 12 12

0.72 16 15.00 5.19 F6 6.25 6.25 12 12

0.72 16 20.00 5.19 F7 8.25 8.25 12 12

0.72 16 16.00 5.19 F8 6.50 6.50 12 12

in2 /ft

0.78 16 19.00 4.79 F9 7.50 7.50 12 12

0.78 16 22.00 4.79 F10 8.50 8.50 12 12

2.88

9.2903

PANCHANON BABU DESIGN BY : Engineer Mr. Zayedur Rahim, Peng

ADDRESS : Plot - 45, Road - 12, sec - 10, Uttara DATE : 09-02-09

Thickness End Projection Long dir. Long dir. Short dir. Short dir.

thickness steel dia no.of bars steel dia no.of bars

t t1 h1inch inch inch mm R1 mm R2

30 16 27 20 44 20 45

14 9 11 16 19 16 19

16 9 13 16 22 16 22

14 9 11 16 17 16 17

12 9 9 16 20 16 20

12 9 9 16 15 16 15

12 9 9 16 20 16 20

12 9 9 16 16 16 16

13 9 10 16 19 16 19

13 9 10 16 22 16 22

Under ground water tank designWhen L/B>2

Length of long wall 18 ft Length of Short wall 7.83 ftHeight of the Tank 8 ftAngle of repose of soil at dry state 30 °Angle of repose of soil at wet state 1 °Density of soil 120 pcfAllowable stress of steel 18000 psi

1350 psiModular ratio, j 0.875

k 0.375Design of long walls :

Pressure exerted by wet soil 927.066154 psi

1771.11146 ft-lb

3955.48226 ft-lbThickness of the wall 4.23 inProvide overall depth, D 7 inEffective depth 5 inReinforcement away from water face 0.60 in^2Spacing 4 inProvide Ф16mm diameter vertical bars@125mm c/c

Reinforcement near from water face 0.27 in^2Spacing 9 inProvide Ф12 mm diameter vertical bars@200mm c/c

Horizontal reinforcement in long walls 0.252 in^2/ftProviding on both faces, Area of steel for each 0.126 in^2/ftSpacing 10.5 inProvide Ф10 mm diameter bars@150mm c/chorizontally on both faces

Design of Short walls :

Pressure exerted by wet soil 927.066154 psi

6023.52736 ft-lbThickness of the wall 5.21 inProvide overall depth, D 7 inEffective depth 5 inReinforcement Ast 0.48 in^2Spacing 5 inProvide Ф16mm diameter bars@100mm c/c horizontally on both faces

Provide Ф10 mm diameter bars@150mm c/c vertically on both faces

Design of roof slab :

Thickness of slab 7 inDead Load:

Self wt of slab 87.5 psf

Split-cylinder strength,fct

Mmax(tension near water face)

Mmax(tension away water face)

Mmax at corner

Partition wall 25 psfFloor finish 25 psflive load 100 psf

Total load 237.5 psf

Maximum moment 1820.10797 ft-lb Required Effective depth, d 2.9 inProvided effectiv depth 4

0.35 in^2Spacing 6.9 inProvide Ф12 mm diameter bars@100mm c/c

Distribution steel 0.252 in^2Spacing 5.2 inProvide Ф10 mm diameter bars@125mm c/c

Design of base slab :

Thickness of base slab 12 inSteel area Ast 0.432Spacing,S 5.6 inProvide Ф12 mm diameter bars@125mm c/c both face of the slab

7.058824

Septic tank

Person 70Flow 120Liquid retention time 5Volume required for sludge 0.04 m3/capita/yearDesluging frequency year 5

Volume of the sseptic tank 14.000042 494.02721 cft

Steel area Ast

When L/B<2

Length of long wall 13 ft Length of Short wall 9 ftHeight of the Tank 10 ft

1127.52 Angle of repose of soil at dry state 30 °Angle of repose of soil at wet state 1 °Density of soil 120 pcfAllowable stress of steel 24000 psi

1350 psiModular ratio, j 0.875

k 0.375Design of long walls :

Pressure exerted by wet soil 1042.949 psi

6518.434 ft-lb

8691.245 ft-lbThickness of the wall 6.26 inProvide overall depth, D 8 inEffective depth 6 inReinforcement away from water face 0.83 in^2Spacing 4.5 inProvide Ф16mm diameter vertical bars@100mm c/c

Reinforcement near water face 0.62 in^2Spacing 6.0 inProvide Ф16 mm diameter vertical bars@150mm c/c

Total Tension due to soil pressure 84478.9 lbDirect tension or pull transferred to each long wall 42239.45 lb

Horizontal reinforcement in long walls 0.288 in^2/ftProviding on both faces, Area of steel for each 0.144 in^2/ft

Spacing 9.2 inProvide Ф10 mm diameter bars@150mm c/chorizontally on both faces

Design of Short walls :

Pressure exerted by wet soil 1042.949 psfDirect tension or pull transferred on short wall 61012.54 lb

1738.249 ft-lbThickness of the wall 2.80 inProvide overall depth, D 8 inEffective depth 6 inReinforcement Ast 0.17 in^2Spacing 8.0 inProvide Ф16mm diameter bars@150mm c/c vertically on both faces

Split-cylinder strength,fct

Mmax(tension near water face)

Mmax(tension away water face)

Mmax at corner

Provide Ф10 mm diameter bars@150mm c/c horizontally on both faces

Design of roof slab :

Thickness of slab 6 inDead Load:

Self wt of slab 75 psfPartition wall 50 psf

Floor finish 25 psflive load 75 psf

Total load 225 psf

Maximum moment 2278.125 ft-lb Required Effective depth, d 3.2 inProvided effectiv depth 5.25

0.25 in^2Spacing 5.3 inProvide Ф12 mm diameter bars@150mm c/c

Distribution steel 0.216 in^2Spacing 6.1 inProvide Ф10 mm diameter bars@150mm c/c

Design of base slab :

Thickness of base slab 12 inSteel area Ast 0.36Spacing,S 6.7 inProvide Ф12 mm diameter bars@125mm c/c both face of the slab

0.71285.218855

6.375

Steel area Ast

24500 865.2421170

108.1553

0.7524

4.944179

131.4583103.3333

54.8

8.00365

46080

Daniel PROJECT :

Tian LiCLIENT :

JOB NO. : DATE :

Drilled Cast-in-place Pile Design Based on ACI 318-02

DESIGN CRITERIA

1. SEND TO GEOTECHNICAL ENGINEER THE BASE FORCES OF COLUMNS AND THE PERMISSIBLE DEFLECTION AT TOP PILE.

(PERMISSIBLE DEFLECTION 0.25 in SUGGESTED)

2.

3.

3.

(IBC 1808.2.23.1)

INPUT DATA & DESIGN SUMMARY

CONCRETE STRENGTH = 3 ksi

VERT. REBAR YIELD STRESS = 40 ksiPILE DIAMETER D = 20 inPILE LENGTH L = 30 ft

FACTORED AXIAL LOAD = 200 k

FACTORED MOMENT LOAD = 100 ft-k

FACTORED SHEAR LOAD = 20 kPILE VERT. REINF. 6 # 5PILE SPIRAL REINF. # 3 @ 3 in o.c.

( 1.5 in o.c. at each end.)

6 in & 10 in )

THE PILE DESIGN IS ADEQUATE.

ANALYSIS

CHECK PILE LIMITATIONS2.6 ksi > 2.5 ksi [Satisfactory] (IBC 1810.1.1)

D = 20 in > MAX( L /40 , 12 in) [Satisfactory] (IBC 1810.3.2)

ASSUME FIX HEAD CONDITION IF Ldh & Lhk COMPLY WITH THE TENSION DEVELOPMEMNT.

FROM SOIL REPORT, DETERMINE PILE PATTERN, LENGTH, AND MAX SECTION FORCES OF SINGLE PILE, Pu, Mu, & Vu.

PILE CAPS SHALL BE INTERCONNECTED BY TIES WITH SDS/10 TIMES AXIAL CAPACITY OF VERT COLUMN LOADING.

fc'

fy

Pu

Mu

Vu

( Ldh = Lhk =

fc' =

CHECK FLEXURAL & AXIAL CAPACITY

20

AT COMPRESSION ONLY

AT MAXIMUM LOAD

AT 0 % TENSION

AT 25 % TENSION

AT 50 % TENSION

AT BALANCED CONDITION

AT FLEXURE ONLY

AT TENSION ONLY

518.1 kips., (at max axial load, ACI 318-02, Sec. 10.3.6.1)

where 0.70 (ACI 318-02, Sec.9.3.2.2)

314 1.86

8 in (at balanced strain condition, ACI 10.3.2)

0.709 (ACI 318-02, Fig. R9.3.2)

where 10 in 0.002069

d = 16.31 in, (ACI 7.7.1) 0.85 ( ACI 318-02, Sec. 10.2.7.3 )

199

207 200 kips >

= 0.08 (ACI 318-02, Section 10.9) = 0.006

f Pn (k)

AT e t = 0.002

AT e t = 0.005

f Mn (ft-k)

f Pmax =0.85 f [ 0.85 fc' (Ag - Ast) + fy Ast] =

f =

Ag = in2. Ast = in2.

a = Cbb1 =

f = 0.57 + 67 et =

Cb = d ec / (ec + es) = et =

b1 =

f Mn = 0.9 Mn = ft-kips @ Pn = 0, (ACI 318-02, Sec. 9.3.2)

f Mn = ft-kips @ Pu = Mu

rmax rprovd

0 2 4 6 8 10 12

0

2

4

6

8

10

12

e

e

' '

2

'

'

2 0.85, 57 , 29000

0.85 2 , 0

0.85 ,

,

,

C

C

C

C

C

S

fksifE Ec so

Ec

c c forf c of oo

forf c o

forEss s yf

forf s yy

e

e e e eee

e e

e e e

e e

= 0.005 (IBC, Section 1810.1.1.2)

CHECK SHEAR CAPACITY

53 kips, (ACI 318-02 Sec. 11.1.1)

> [Satisfactory]where 0.75 (ACI 318-02 Sec. 9.3.2.3)

209 0.22

22.9 kips, (ACI 318-02 Sec. 11.3.1)

47.9 kips, (ACI 318-02 Sec. 11.5.6.2)

= 3 (ACI 318-02, Section 7.10.4.3) =

= 1 (ACI 318-02, Section 7.10.4.3)

DETERMINE FIX HEAD CONDITION

10 6 in(ACI 318-02 12.5.2)

= 10 in, (ACI 318-02, Fig. R12.5)

where = 0.625 in

= 0.8

= 1.0 (ACI 318-02 12.2.4)

= 1.0 (1.2 for epoxy-coated, ACI 318-02 12.2.4)= 0.8 (0.8 for # 6 or smaller, 1.0 for other)= 1.0 (normal weight)

c = 3.3 in, min(d' , 0.5s), (ACI 318-02, 12.2.4)

= 0 (ACI 318-02, 12.2.4)

2.5 < 2.5 , (ACI 318-02, 12.2.3)= 0.7 (#11 or smaller, cover > 2.5" & side >2.0", ACI 318-02 12.5.3)

LICENSE NUMBER: ?????

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rmin

f Vn = f (Vs + Vc) =

Vu

f =

A0 = in2. Av = in2. fy =

Vc = 2 (fc')0.5A0 =

Vs = MIN (d fy Av / s , 4Vc) =

smax sprovd

smin

db =

Lhk

db

r required / r provided ( A s,reqd / A s,provd , ACI 318, 12.2.5)

a

b g l

Ktr (Atr fyt / 1500 s n) =

(c + Ktr ) / db = h

'

0.02, , 68

requird b ydh b

provided c

d fMAX indL

f

r blhr

PAGE : DESIGN BY : REVIEW BY :

Drilled Cast-in-place Pile Design Based on ACI 318-02

SEND TO GEOTECHNICAL ENGINEER THE BASE FORCES OF COLUMNS AND THE PERMISSIBLE DEFLECTION AT TOP PILE.

0.648

8.148148

(IBC 1810.1.1)

(IBC 1810.3.2)

COMPLY WITH THE TENSION DEVELOPMEMNT.

FROM SOIL REPORT, DETERMINE PILE PATTERN, LENGTH, AND MAX SECTION FORCES OF SINGLE PILE, Pu, Mu, & Vu.

/10 TIMES AXIAL CAPACITY OF VERT COLUMN LOADING.

(cont'd)

AT COMPRESSION ONLY 518 0

AT MAXIMUM LOAD 518 0

AT 0 % TENSION 518 0

AT 25 % TENSION 518 0

AT 50 % TENSION 446 206

268 210

AT BALANCED CONDITION 260 212

0 199

AT FLEXURE ONLY 0 199

AT TENSION ONLY -67 0

kips., (at max axial load, ACI 318-02, Sec. 10.3.6.1)

> [Satisfactory] 0.004

0.005921

0.003

( ACI 318-02, Sec. 10.2.7.3 )

[Satisfactory]

f Pn (kips) f Mn (ft-kips)

AT e t = 0.002

AT e t = 0.005

Pu

ec =

' '

2

'

'

2 0.85, 57 , 29000

0.85 2 , 0

0.85 ,

,

,

C

C

C

C

C

S

fksifE Ec so

Ec

c c forf c of oo

forf c o

forEss s yf

forf s yy

e

e e e eee

e e

e e e

e e

[Satisfactory]

40 ksi

kips, (ACI 318-02 Sec. 11.5.6.2)

3 in

[Satisfactory]

(#11 or smaller, cover > 2.5" & side >2.0", ACI 318-02 12.5.3)

LICENSE NUMBER: ?????

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SKIN FRICTION FOR SEGMENT-1 SKIN FRICTION FOR SEGMENT-2

Soil type sand CLAY

Height of the segment m 2.00 12.00Diameter of the pile m 0.5 0.5

Shear strength of soil, c 20.004 80.016

Pressure at the top of the segment 30 26.4

Pressure at thebottom of the segment 30 26.4Adhesion factor,α 0.5 0.5SPT SPT1 0.3 28 31 28 SPT1 0.3 149 754 754

Length of the Pile 23.00 m 75.46Total pile capacity 1287 kNFactor of safety 2.5Allowable pile capacity 514.8 kN

115.74 Kip 57.86794

f =Kstanδ Pile cpacity for sandy soil

Pile

cpacity

for clay

soil

Pile

cpacity

for

segment

f =Kstanδ Pile

cpacity for

sandy soil

Pile

cpacity

for clay

soil

Pile

cpacity for

segment

kN/m2

kN/m2

kN/m2

SKIN FRICTION FOR SEGMENT-3 SKIN FRICTION FOR SEGMENT-4 SKIN FRICTION FOR SEGMENT-4

sand clay clay

3.00 2.00 0.000.5 0.5 0.5

133.36 166.7 253.384

45 45 66

45 66 660.5 0.5 0.5

SPT1 0.3 64 314 64 SPT2 0.4 70 262 262 SPT2 0.4 0

34.3 34.3

f =Kstanδ Pile

cpacity for

sandy soil

Pile

cpacity

for clay

soil

Pile

cpacity

for

segment

f =Kstanδ Pile

cpacity for

sandy soil

Pile

cpacity for

clay soil

Pile

cpacity for

segment

f =Kstanδ Pile

cpacity for

sandy soil

SKIN FRICTION FOR SEGMENT-4 END BEARING

CLAY SAND End bearing

clay

4 390.5

253.384

62

620.4

0 0 SPT3 179 475 179

Pile

cpacity for

clay soil

Pile

cpacity for

segment

Nq

Number of pile in pile group 7

3000 psi

60000 psiNet pile reaction 87680 lb Length of the pile cap 14 ftWidth of the pile cap 16 ftEffective depth of the pile cap 28 in 711 mmColumn Width 18Column length 20

Check for punching shear :

Shear force 613759 lbShear stress 166 psiAllowable shear stress 186 psi

ok

Check for Flexural shear :

Shear force 306879 lbShear stress 57 psiAllowable shear stress 93 psi

ok

Check for Flexural :

1227518 lb-ftMoment about vertical axis Mv 1074078 lb-ft

95 psiso provide minimum reinforcement

As 1.12 0.440ProvideФ25mm @125mm c/c 4.714 in

0.7

0.9

4.71

Cylinder strength of concrete, fc

Yield strength, fy

Moment about Horizantal axis Mh

Mu/Фbd2

in2/ft

in2/ft

in2/ft