column design.xls
DESCRIPTION
column designTRANSCRIPT
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: ?????
www.Engineering-International.com
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: ?????
www.Engineering-International.com
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