Pile Cap Design
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PROJECT: DOUBLE DRAGON LOCATION: PASAY CITY OWNER: DOUBLE DRAGON PROPERTIES CORPORATION PC29 A. DESIGN INPUTS II. PileLayout Compressive Strength, f'c 34.5 !P" Tot"# N$m%er of Pi#es &nit Weight ofConcrete 23.54 Tot"# N$m%er of (A)is *C &nit Weight ofSoi# !". Tot"# N$m%er of (A)is *R ./ottom %"r 3# mm Pi#e Sp"cing 0S .Top %"r 3# mm Centerof1r"vit2, ' /ot, ie#3 Strength, f2 4!4 !P" Center of 1r"vit2, ' 45 6789 (6769*f'c( 8+;< .$4 III. Dia%&a' B. SI(ING UP I. Pile Ca) No ofE3ges;Si3es $ Oct"gon Pi#e C"p 3epth, = 5. m min si>e Thic?ness, T 35 mm 066mm E@ective =epth for /ot, 3' 33"! mm E@ective =epth for Top, 3'' "5 mm II. Ta*le !+ Coo&,i-ate o/ E,%e A)is pt 75 pt7 pt7 0 pt7 pt7 9 2." $.! !.$ 2." 2." 5.4 A)is pt7 B pt7 < pt7 8 ( ( !.$ 2." $.! I0. Ta*le314+ Pile Layout Al 5.4 $.! $.! III. Ta*le 2+ Le-%t o/ Si,e ALONG Si3es 5( (0 0( (9 9(B Ro 6a&7 No. o/ Pile Length 5.4' $.5' !.$' !!.!' !.$' 5 2 69 Si3es B(< <(8 8( ( ( 5 <6 Length $.5' 5.4' 9."' .' 8 0 5 509 I0.Dia%&a' 0. Colu'- Si e 5 6 c !!5 mm 9 5 (509 c !!5 mm B 5 ( <6 0II. Colu'- Lo:atio- /&o' )t. ; < 2 ( 69 )' < 5.4 m ( 2' < 4.5 m ( 0III. Ce-te& o/ Ca) /&o' )t. ; ( < 5.4 m D 29):= > 5B 6 < 4.5 m Therefore L"2o$t is O F Co#$mn on Center of Pi#e C"pF E. PILE REACTIONS PER COL C. LOAD CONSIDERED I.Se&@i:e Loa, ALONG Lo"3,P 3!$! ?N Ro 6a&7 Due Pu1Pe Due !oment, !) ?Nm 5 00 B?N 5 !oment, !2 ?Nm 8059?N 5 II. Ulti'ate Loa, 0 8059?N B Lo"3,P$ 4"4# ?N 8059?N 6 !oment, !$) "#2 ?Nm 9 8059?N (B !oment, !$2 "#2 ?Nm B 8059?N (5 III. Soil 1 ooti-% ?ei% t < 00 B?N (5 Soi# Weight "%ove,Ws 2"9 ?N ( ( Gooting Weight, Wf 9! ?N ( ( ( ( D. PILES I. Pile P&o)e&tie Pi#e Sh"pe Re:ta-%le Pi#e Si>e, S 45 mm Pi#e C"p"cit2, P" !25 ?N =ESI1NE= / : ?N;mH ?N;mH X 1 X 2 X 3 X 4 X 5 X 6 X 7 X 8 X 9 X 1 0 Y9 Y10 1 2 3 4 5 6 7 8 (o, o) x' y ' Y c Xc
description
PILE CAP DESIGN MANUAL
Transcript of Pile Cap Design
PC29
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:29OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:30
PC29PC29
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=29pc(s)Max No.Distance of Face of Column @x fr. CG=0.58m Vc =
0.75(1/3 f'c )(bo) (d)=44758kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=5Col6
AxisDistance of Face of Column @y fr. CG=0.58mbo=9042mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=7Row4
AxisEffective width of Cap for Bending @x=5.98mVu =
Pt=40470kNSafe!Bottom bar=36mmPile Spacing = 3S=1350mm1350Effective
width of Cap for Bending @y=4.63mAverage Pile Reaction=1686kN90%Top
bar=36mmCenter of Gravity, X'=4748mmNumber of Pile
outside=5pc(s)2261Bot, Yield Strength, fy=414MPaCenter of Gravity,
Y'=4050mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804III.
DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X13516kN3475mmY18628kN4173mmB. SIZING
UPX28442kN2125mmY211865kN2823mmI. Pile
CapX38378kN775mmY38450kN1473mmNo of
Edges/Sides=8OctagonX48315kN-575mmY411687kN123mmPile Cap depth,
D=5.0mmin sizeX58251kN-1925mmY58272kN-1227mmThickness,
T=3500mm300mmX68188kN-3275mm---Effective Depth for Bot,
d'=3371mmX73135kN-4625mm---Effective Depth for Top,
d''=75mm------II. Pile Punching ShearII. Table 1: Coordinates of
Edges------ Vc = 0.75(1/3 f'c )(bo) (d)=75656kNAxispt .1pt. 2pt.
3pt. 4pt. 5------bo=15284mmX2.78.1010.80Rmax Pile @
X=1758kNSafe!Y002.72.75.4I. Design of Bottom BarsRmax Pile @
Y=1726kN2%Axispt. 6pt. 7pt. 8--Along XAlong YX10.82.78.100IV.
Table3&4: Pile Layouts Along X and Y AxisMu =
Pt(dist.)83395.936651.5kNmTherefore Pile Cap is Critical against
Column Punching Shear!Y5.48.18.100Ru = Mu/(Xf d)0.800.47III. Table
2: Length of SidesALONG XALONG Y =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00210.0012H. PILE
CAPACITYSides1-22-33-44-55-6Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1849kNLength5.4m8.5m10.8m11.1m10.8mX124050mmY154748mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.48kNSides6-77-88-9--X252700mmY273398mmused0.00210.0018Rmax
Pile @ X=1758kNLength8.5m5.4m9.7m0.0m-X351350mmY352048mmAs =
bd'69896300mmRmax Pile @ Y=1726kNOK!IV. DiagramV. Column
SizeX450mmY47698mmSpacing of Bar,
S160.5161.6mmXc=1150mmX55-1350mmY55-652mmSay S160160mmTherefore
number of Piles is adequate!Yc=1150mmX65-2700mm-4-VII. Column
Location from pt. 0,0X72-4050mm-4-Reinforcement is
OK!x'=5.4m-0--0-y'=4.05m-0--0-II. Design of Top BarsSUMMARYVIII.
Center of Cap from pt. 0,0-0--0-Along XAlong YTherefore Provide
36@160mm Bottom Bars along XX=5.4m29pc(s)16200mm29pc(s)11545mmMcap
= f'cfybd(1-0.59fy/f'c)82946.982946.89kNmTherefore Provide 36@160mm
Bottom Bars along YY=4.05mMreq = Mu - Mcap449.0-46295.4kNmTherefore
Provide 36@160mm Top Bars along XTherefore Layout is OK!Ru = Mu/(Xf
d)0.00-0.59Therefore Provide 36@160mm Top Bars along YColumn on
Center of Pile Cap! = 0.85f'c/fy(1-1-2Ru/0.85f'c)0.0000-0.0014E.
PILE REACTIONS PER COLUMN AND PER ROWmin = 0.00180.00180.0018C.
LOAD CONSIDEREDused0.00180.0018I. Service LoadALONG XALONG YAs =
bt63006300Load, P=31801kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S161.6161.6Moment,
Mx=0kNmX13326kN191kNY18315kN313kNSay S160160Moment,
My=0kNmX28315kN127kNY211641kN224kNII. Ultimate
LoadX38315kN64kNY38315kN135kNG. SHEARLoad,
Pu=47046kNX48315kN0kNY411641kN46kNI. Wide Beam ShearMoment,
Mux=762kNmX58315kN-64kNY58315kN-43kN Vc = 0.75(1/6 f'c )(b)
(d)=26730kNMoment, Muy=762kNmX68315kN-127kN---Vu =
Pn=8628kNSafe!III. Soil & Footing
WeightX73326kN-191kN---32%Soil Weight above, Ws=279kN------Footing
Weight, Wf=901kN------------D. PILESI. Pile PropertiesPile
Shape=RectanglePile Size, S=450mmPile Capacity, Pa=1250kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC28
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:27OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:28
PC28PC28
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=28pc(s)Max No.Distance of Face of Column @x fr. CG=0.53m Vc =
0.75(1/3 f'c )(bo) (d)=43768kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=7Col8
AxisDistance of Face of Column @y fr. CG=0.53mbo=8842mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=4Row5
AxisEffective width of Cap for Bending @x=5.93mVu =
Pt=41382kNSafe!Bottom bar=36mmPile Spacing = 3S=1350mm1350Effective
width of Cap for Bending @y=3.90mAverage Pile Reaction=1724kN95%Top
bar=36mmCenter of Gravity, X'=4050mmNumber of Pile
outside=4pc(s)2211Bot, Yield Strength, fy=414MPaCenter of Gravity,
Y'=2025mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804III.
DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X112243kN1500mmY17013kN3525mmB. SIZING
UPX212128kN150mmY26974kN2175mmI. Pile
CapX312012kN-1200mmY36936kN825mmNo of
Edges/Sides=4QuadrilateralX411897kN-2550mmY46897kN-525mmPile Cap
depth, D=5.0mmin size---Y56859kN-1875mmThickness,
T=3500mm300mm---Y66820kN-3225mmEffective Depth for Bot,
d'=3371mm---Y76782kN-4575mmEffective Depth for Top,
d''=75mm------II. Pile Punching ShearII. Table 1: Coordinates of
Edges------ Vc = 0.75(1/3 f'c )(bo) (d)=75656kNAxispt .1pt. 2pt.
3pt. 4-------bo=15284mmX0010.810.80Rmax Pile @
X=1749kNSafe!Y06.756.7500I. Design of Bottom BarsRmax Pile @
Y=1753kN2%Axis-----Along XAlong YX00000IV. Table3&4: Pile
Layouts Along X and Y AxisMu = Pt(dist.)45609.520183.7kNmTherefore
Pile Cap is Critical against Column Punching Shear!Y00000Ru =
Mu/(Xf d)0.440.31III. Table 2: Length of SidesALONG XALONG Y =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00110.0008H. PILE
CAPACITYSides1-22-33-44-5-Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1844kNLength6.8m10.8m6.8m10.8m-X172025mmY144050mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.47kNSides-----X27675mmY242700mmused0.00180.0018Rmax Pile @
X=1749kNLength-----X37-675mmY341350mmAs = bt63006300mmRmax Pile @
Y=1753kNOK!IV. DiagramV. Column SizeX47-2025mmY440mmSpacing of Bar,
S161.6161.6mmXc=1050mm-0-Y54-1350mmSay S160160mmTherefore number of
Piles is adequate!Yc=1050mm-0-Y64-2700mmVII. Column Location from
pt. 0,0-0-Y74-4050mmReinforcement is
OK!x'=5.4m-0--0-y'=3.375m-0--0-II. Design of Top BarsSUMMARYVIII.
Center of Cap from pt. 0,0-0--0-Along XAlong YTherefore Provide
36@160mm Bottom Bars along XX=5.4m28pc(s)5400mm28pc(s)16200mmMcap =
f'cfybd(1-0.59fy/f'c)82946.982946.89kNmTherefore Provide 36@160mm
Bottom Bars along YY=3.375mMreq = Mu -
Mcap-37337.4-62763.2kNmTherefore Provide 36@160mm Top Bars along
XTherefore Layout is OK!Ru = Mu/(Xf d)-0.36-0.96Therefore Provide
36@160mm Top Bars along YColumn on Center of Pile Cap! =
0.85f'c/fy(1-1-2Ru/0.85f'c)-0.0009-0.0023E. PILE REACTIONS PER
COLUMN AND PER ROWmin = 0.00180.00180.0018C. LOAD
CONSIDEREDused0.00180.0018I. Service LoadALONG XALONG YAs =
bt63006300Load, P=27401kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S161.6161.6Moment,
Mx=0kNmX112070kN173kNY16897kN116kNSay S160160Moment,
My=0kNmX212070kN58kNY26897kN77kNII. Ultimate
LoadX312070kN-58kNY36897kN39kNG. SHEARLoad,
Pu=40414kNX412070kN-173kNY46897kN0kNI. Wide Beam ShearMoment,
Mux=462kNm---Y56897kN-39kN Vc = 0.75(1/6 f'c )(b)
(d)=26730kNMoment, Muy=462kNm---Y66897kN-77kNVu =
Pn=7013kNSafe!III. Soil & Footing
Weight---Y76897kN-116kN26%Soil Weight above, Ws=1859kN------Footing
Weight, Wf=6006kN------------D. PILESI. Pile PropertiesPile
Shape=RectanglePile Size, S=450mmPile Capacity, Pa=1250kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC13
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:7OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:8
PC14PC14
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=14pc(s)Max No.Distance of Face of Column @x fr. CG=0.40m Vc =
0.75(1/3 f'c )(bo) (d)=14837kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=7Col3
AxisDistance of Face of Column @y fr. CG=0.40mbo=5366mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=4Row2
AxisEffective width of Cap for Bending @x=3.78mVu =
Pt=14210kNSafe!Bottom bar=28mmPile Spacing = 3S=1350mm1350Effective
width of Cap for Bending @y=3.78mAverage Pile Reaction=1776kN96%Top
bar=28mmCenter of Gravity, X'=4050mmNumber of Pile
outside=6pc(s)1342Bot, Yield Strength, fy=414MPaCenter of Gravity,
Y'=2025mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804III.
DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X15402kN1625mmY13601kN3650mmB. SIZING
UPX27129kN275mmY23585kN2300mmI. Pile
CapX37081kN-1075mmY33569kN950mmNo of
Edges/Sides=6HexagonX45256kN-2425mmY43552kN-400mmPile Cap depth,
D=3.5mmin size---Y53536kN-1750mmThickness,
T=2000mm300mm---Y63520kN-3100mmEffective Depth for Bot,
d'=1883mm---Y73504kN-4450mmEffective Depth for Top,
d''=75mm------II. Pile Punching ShearII. Table 1: Coordinates of
Edges------ Vc = 0.75(1/3 f'c )(bo) (d)=25803kNAxispt .1pt. 2pt.
3pt. 4pt. 5------bo=9332mmX01.355.46.755.4Rmax Pile @
X=1801kNSafe!Y2.7002.76.75I. Design of Bottom BarsRmax Pile @
Y=1801kN7%Axispt. 6----Along XAlong YX1.350000IV. Table3&4:
Pile Layouts Along X and Y AxisMu =
Pt(dist.)24780.110738.5kNmTherefore Pile Cap is Critical against
Column Punching Shear!Y6.750000Ru = Mu/(Xf d)1.220.53III. Table 2:
Length of SidesALONG XALONG Y =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00320.0014H. PILE
CAPACITYSides1-22-33-44-55-6Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1849kNLength3.0m4.1m3.0m4.3m4.1mX132025mmY124050mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.48kNSides6-7----X24675mmY222700mmused0.00320.0018Rmax Pile @
X=1801kNLength4.3m----X34-675mmY321350mmAs = bd'59933600mmRmax Pile
@ Y=1801kNOK!IV. DiagramV. Column SizeX43-2025mmY420mmSpacing of
Bar, S160.0171.0mmXc=800mm-0-Y52-1350mmSay S150150mmTherefore
number of Piles is adequate!Yc=800mm-0-Y62-2700mmVII. Column
Location from pt. 0,0-0-Y72-4050mmReinforcement is
OK!x'=3.375m-0--0-y'=3.15m-0--0-II. Design of Top BarsSUMMARYVIII.
Center of Cap from pt. 0,0-0--0-Along XAlong YTherefore Provide
28@150mm Bottom Bars along XX=3.375m14pc(s)5400mm14pc(s)16200mmMcap
= f'cfybd(1-0.59fy/f'c)25881.125881.13kNmTherefore Provide 28@150mm
Bottom Bars along YY=3.15mMreq = Mu -
Mcap-1101.0-15142.6kNmTherefore Provide 28@150mm Top Bars along
XTherefore Layout is OK!Ru = Mu/(Xf d)-0.05-0.74Therefore Provide
28@150mm Top Bars along YColumn on Center of Pile Cap! =
0.85f'c/fy(1-1-2Ru/0.85f'c)-0.0001-0.0018E. PILE REACTIONS PER
COLUMN AND PER ROWmin = 0.00180.00180.0018C. LOAD
CONSIDEREDused0.00180.0018I. Service LoadALONG XALONG YAs =
bt36003600Load, P=15115kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S171.0171.0Moment,
Mx=0kNmX15329kN73kNY13552kN49kNSay S150150Moment,
My=0kNmX27105kN24kNY23552kN33kNII. Ultimate
LoadX37105kN-24kNY33552kN16kNG. SHEARLoad,
Pu=22354kNX45329kN-73kNY43552kN0kNI. Wide Beam ShearMoment,
Mux=195kNm---Y53552kN-16kN Vc = 0.75(1/6 f'c )(b) (d)=9332kNMoment,
Muy=195kNm---Y63552kN-33kNVu = Pn=7186kNSafe!III. Soil &
Footing Weight---Y73552kN-49kN77%Soil Weight above,
Ws=883kN------Footing Weight, Wf=1630kN------------D. PILESI. Pile
PropertiesPile Shape=RectanglePile Size, S=450mmPile Capacity,
Pa=1250kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC14.2 (staggered) 3
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:5OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:6point 27PC11PC11
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=14pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=19358kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=7Col2
AxisDistance of Face of Column @y fr. CG=0.50mbo=9532mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=4Row1
AxisEffective width of Cap for Bending @x=3.10mVu =
Pt=10493kNSafe!Bottom bar=28mmxPile Spacing = 3S=600mm1200Effective
width of Cap for Bending @y=3.10mAverage Pile Reaction=1166kN54%Top
bar=28mmyPile Spacing = 3S=1200mmNumber of Pile
outside=5pc(s)1192Bot, Yield Strength, fy=414MPaCenter of Gravity,
X'=2743mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804Center of
Gravity, Y'=1800mmRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
III. DiagramX13785kN1300mmY12501kN2243mmB. SIZING
UPX24711kN700mmY22432kN1643mmI. Pile
CapX34544kN100mmY32364kN1043mmNo of
Edges/Sides=8OctagonX43282kN-500mmY42295kN443mmPile Cap depth,
D=3.0mmin size---Y52227kN-157mmThickness,
T=1500mm300mm---Y62159kN-757mmEffective Depth for Bot,
d'=1383mm---Y72090kN-1357mmEffective Depth for Top,
d''=75mm------II. Pile Punching ShearII. Table 1: Coordinates of
Edges------ Vc = 0.75(1/3 f'c )(bo) (d)=14484kNAxispt .1pt. 2pt.
3pt. 4pt. 5------bo=7132mmX000.854.355.2Rmax Pile @
X=1262kNSafe!Y1.853.355.25.23.35I. Design of Bottom BarsRmax Pile @
Y=1250kN9%Axispt. 6pt. 7pt. 8--Along XAlong YX5.24.350.85Mu =
Pt(dist.)13085.88672.9kNmTherefore Pile Cap is Critical against
Wide Beam Shear!Y1.8500IV. Table3&4: Pile Layouts Along X and Y
AxisRu = Mu/(Xf d)1.551.03III. Table 2: Length of Sides =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00410.0027H. PILE
CAPACITYSides1-22-33-44-55-6ALONG XALONG Ymin =
0.00180.00180.0018Ru = Re=1367kNLength1.5m2.0m3.5m2.0m1.5mRow
MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmax = .75(.85f'c1600)/(fy(600+fy))0.02530.0253Load
Factor, =
Pu/P=1.64kNSides6-77-88-9--X131800mmY122743mmused0.00410.0027Rmax
Pile @ X=1262kNLength2.0m3.5m2.0m0.0m-X241200mmY222143mmAs =
bd'56283694mmRmax Pile @ Y=1250kNOK!IV. DiagramV. Column
SizeX34600mmY321543mmSpacing of Bar,
S160.0166.7mmXc=1000mmX430mmY42943mmSay S150250mmTherefore number
of Piles is adequate!Yc=1000mm-0-Y52343mmVII. Column Location from
pt. 0,0-0-Y62-257mmReinforcement is
OK!x'=2.6m-0-Y72-857mmy'=2.6m-0--2-II. Design of Top
BarsSUMMARYVIII. Center of Cap from pt. 0,0-0--1-Along XAlong
YTherefore Provide 28@150mm Bottom Bars along XX=2.6m-0--0-Mcap =
f'cfybd(1-0.59fy/f'c)13961.313961.34kNmTherefore Provide 28@250mm
Bottom Bars along YY=2.6m14pc(s)3600mm14pc(s)8829mmMreq = Mu -
Mcap-875.5-5288.5kNmTherefore Provide 28@250mm Top Bars along XRu =
Mu/(Xf d)-0.10-0.63Therefore Provide 28@250mm Top Bars along
YColumn on Center of Pile Cap!Therefore Layout is OK! =
0.85f'c/fy(1-1-2Ru/0.85f'c)-0.0002-0.0015min = 0.00180.00180.0018C.
LOAD CONSIDEREDE. PILE REACTIONS PER COLUMN AND PER
ROWused0.00180.0018I. Service LoadAs = bt27002700Load,
P=8430kNALONG XALONG YSpacing of Bar, S228.1228.1Moment, Mx=0kNmRow
MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSay S250250Moment,
My=0kNmX13282kN503kNY12188kN312kNII. Ultimate
LoadX24376kN335kNY22188kN244kNG. SHEARLoad,
Pu=13816kNX34376kN168kNY32188kN176kNI. Wide Beam ShearMoment,
Mux=1006kNmX43282kN0kNY42188kN107kN Vc = 0.75(1/6 f'c )(b)
(d)=5280kNMoment, Muy=1006kNm---Y52188kN39kNVu = Pn=4933kNSafe!III.
Soil & Footing Weight---Y62188kN-29kN93%Soil Weight above,
Ws=629kN---Y72188kN-98kNFooting Weight, Wf=871kN------------D.
PILES------I. Pile PropertiesPile Shape=RectanglePile Size,
S=400mmPile Capacity, Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC29.8
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:25OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:26
PC25PC25
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=29pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=31551kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=6Col5
AxisDistance of Face of Column @y fr. CG=0.50mbo=11484mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=5Row6
AxisEffective width of Cap for Bending @x=3.70mVu =
Pt=26297kNSafe!Bottom bar=36mmPile Spacing = 3S=1200mm1200Effective
width of Cap for Bending @y=4.30mAverage Pile Reaction=1252kN83%Top
bar=36mmCenter of Gravity, X'=3103mmNumber of Pile
outside=8pc(s)1436Bot, Yield Strength, fy=414MPaCenter of Gravity,
Y'=2483mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804III.
DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X17263kN1983mmY16052kN2603mmB. SIZING
UPX27263kN783mmY26052kN1403mmI. Pile
CapX37263kN-417mmY36052kN203mmNo of
Edges/Sides=4QuadrilateralX47263kN-1617mmY46052kN-997mmPile Cap
depth, D=2.0mmin sizeX57263kN-2817mmY56052kN-2197mmThickness,
T=2000mm300mm---Y66052kN-3397mmEffective Depth for Bot,
d'=1871mm------Effective Depth for Top, d''=75mm------II. Pile
Punching ShearII. Table 1: Coordinates of Edges------ Vc = 0.75(1/3
f'c )(bo) (d)=24957kNAxispt .1pt. 2pt. 3pt.
4-------bo=9084mmX006.46.40Rmax Pile @ X=1210kNSafe!Y07.67.600I.
Design of Bottom BarsRmax Pile @ Y=1210kN5%Axis---.-Along XAlong
YX00000IV. Table3&4: Pile Layouts Along X and Y AxisMu =
Pt(dist.)25483.020085.9kNmTherefore Pile Cap is Critical against
Column Punching Shear!Y00000Ru = Mu/(Xf d)1.340.89III. Table 2:
Length of SidesALONG XALONG Y =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00350.0023H. PILE
CAPACITYSides1-22-33-44-5-Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1232kNLength7.6m6.4m7.6m6.4m-X162483mmY153103mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.48kNSides-----X261283mmY251903mmused0.00350.0023Rmax Pile @
X=1210kNLength-----X3683mmY35703mmAs = bd'65564317mmRmax Pile @
Y=1210kNOK!IV. DiagramV. Column SizeX46-1117mmY45-497mmSpacing of
Bar, S155.2235.8mmXc=1000mmX56-2317mmY55-1697mmSay
S150200mmTherefore number of Piles is
adequate!Yc=1000mm-0-Y65-2897mmVII. Column Location from pt.
0,0-0--0-Reinforcement is OK!x'=3.2m-0--0-y'=3.8m-0--0-II. Design
of Top BarsSUMMARYVIII. Center of Cap from pt. 0,0-0--0-Along
XAlong YTherefore Provide 36@150mm Bottom Bars along
XX=3.2m30pc(s)7283mm30pc(s)10800mmMcap =
f'cfybd(1-0.59fy/f'c)25552.325552.31kNmTherefore Provide 36@200mm
Bottom Bars along YY=3.8mMreq = Mu - Mcap-69.3-5466.4kNmTherefore
Provide 36@275mm Top Bars along XTherefore Check number of Piles!Ru
= Mu/(Xf d)-0.00-0.24Therefore Provide 36@275mm Top Bars along
YColumn on Center of Pile Cap! =
0.85f'c/fy(1-1-2Ru/0.85f'c)-0.0000-0.0006E. PILE REACTIONS PER
COLUMN AND PER ROWmin = 0.00180.00180.0018C. LOAD
CONSIDEREDused0.00180.0018I. Service LoadALONG XALONG YAs =
bt36003600Load, P=22206kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S282.7282.7Moment,
Mx=0kNmX17263kN0kNY16052kN0kNSay S275275Moment,
My=0kNmX27263kN0kNY26052kN0kNII. Ultimate
LoadX37263kN0kNY36052kN0kNG. SHEAR.Load,
Pu=32814kNX47263kN0kNY46052kN0kNI. Wide Beam ShearMoment,
Mux=0kNmX57263kN0kNY56052kN0kN Vc = 0.75(1/6 f'c )(b)
(d)=10440kNMoment, Muy=0kNm---Y66052kN0kNVu = Pn=7263kNSafe!III.
Soil & Footing Weight------70%Soil Weight above,
Ws=0kN------Footing Weight, Wf=2290kN------------D. PILESI. Pile
PropertiesPile Shape=RectanglePile Size, S=400mmPile Capacity,
Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC25.47
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:25OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:26
PC25PC25
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=25pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=31551kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=5Col5
AxisDistance of Face of Column @y fr. CG=0.50mbo=11484mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=5Row5
AxisEffective width of Cap for Bending @x=3.70mVu =
Pt=24178kNSafe!Bottom bar=36mmPile Spacing = 3S=1200mm1200Effective
width of Cap for Bending @y=3.70mAverage Pile Reaction=1209kN77%Top
bar=36mmCenter of Gravity, X'=2400mmNumber of Pile
outside=5pc(s)1436Bot, Yield Strength, fy=414MPaCenter of Gravity,
Y'=2400mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804III.
DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X16045kN1900mmY16045kN1900mmB. SIZING
UPX26045kN700mmY26045kN700mmI. Pile
CapX36045kN-500mmY36045kN-500mmNo of
Edges/Sides=4QuadrilateralX46045kN-1700mmY46045kN-1700mmPile Cap
depth, D=3.5mmin sizeX56045kN-2900mmY56045kN-2900mmThickness,
T=2000mm300mm------Effective Depth for Bot,
d'=1871mm------Effective Depth for Top, d''=75mm------II. Pile
Punching ShearII. Table 1: Coordinates of Edges------ Vc = 0.75(1/3
f'c )(bo) (d)=24957kNAxispt .1pt. 2pt. 3pt.
4-------bo=9084mmX006.46.40Rmax Pile @ X=1209kNSafe!Y06.46.400I.
Design of Bottom BarsRmax Pile @ Y=1209kN5%Axis---.-Along XAlong
YX00000IV. Table3&4: Pile Layouts Along X and Y AxisMu =
Pt(dist.)15715.815715.8kNmTherefore Pile Cap is Critical against
Column Punching Shear!Y00000Ru = Mu/(Xf d)0.830.83III. Table 2:
Length of SidesALONG XALONG Y =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00210.0021H. PILE
CAPACITYSides1-22-33-44-5-Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1225kNLength6.4m6.4m6.4m6.4m-X152400mmY152400mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.47kNSides-----X251200mmY251200mmused0.00210.0021Rmax Pile @
X=1209kNLength-----X350mmY350mmAs = bd'40064006mmRmax Pile @
Y=1209kNOK!IV. DiagramV. Column SizeX45-1200mmY45-1200mmSpacing of
Bar, S254.1254.1mmXc=1000mmX55-2400mmY55-2400mmSay
S225300mmTherefore number of Piles is adequate!Yc=1000mm-0--0-VII.
Column Location from pt. 0,0-0--0-Reinforcement is
OK!x'=3.2m-0--0-y'=3.2m-0--0-II. Design of Top BarsSUMMARYVIII.
Center of Cap from pt. 0,0-0--0-Along XAlong YTherefore Provide
36@225mm Bottom Bars along XX=3.2m25pc(s)7200mm25pc(s)7200mmMcap =
f'cfybd(1-0.59fy/f'c)25552.325552.31kNmTherefore Provide 36@300mm
Bottom Bars along YY=3.2mMreq = Mu - Mcap-9836.6-9836.6kNmTherefore
Provide 36@300mm Top Bars along XTherefore Layout is OK!Ru = Mu/(Xf
d)-0.52-0.52Therefore Provide 36@300mm Top Bars along YColumn on
Center of Pile Cap! = 0.85f'c/fy(1-1-2Ru/0.85f'c)-0.0012-0.0012E.
PILE REACTIONS PER COLUMN AND PER ROWmin = 0.00180.00180.0018C.
LOAD CONSIDEREDused0.00180.0018I. Service LoadALONG XALONG YAs =
bt36003600Load, P=18548kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S282.7282.7Moment,
Mx=0kNmX16045kN0kNY16045kN0kNSay S300300Moment,
My=0kNmX26045kN0kNY26045kN0kNII. Ultimate
LoadX36045kN0kNY36045kN0kNG. SHEAR.Load,
Pu=27250kNX46045kN0kNY46045kN0kNI. Wide Beam ShearMoment,
Mux=0kNmX56045kN0kNY56045kN0kN Vc = 0.75(1/6 f'c )(b)
(d)=8792kNMoment, Muy=0kNm------Vu = Pn=6045kNSafe!III. Soil &
Footing Weight------69%Soil Weight above, Ws=1044kN------Footing
Weight, Wf=1928kN------------D. PILESI. Pile PropertiesPile
Shape=RectanglePile Size, S=400mmPile Capacity, Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC24.47
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:25OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:26
PC25PC25
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=24pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=34395kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=9Col5
AxisDistance of Face of Column @y fr. CG=0.50mbo=11884mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=5Row5
AxisEffective width of Cap for Bending @x=3.70mVu =
Pt=20213kNSafe!Bottom bar=36mmPile Spacing = 3S=1200mm1200Effective
width of Cap for Bending @y=3.70mAverage Pile Reaction=1263kN59%Top
bar=36mmCenter of Gravity, X'=4800mmNumber of Pile
outside=8pc(s)1486Bot, Yield Strength, fy=414MPaCenter of Gravity,
Y'=2400mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804III.
DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X16316kN1900mmY15053kN4300mmB. SIZING
UPX26316kN700mmY21263kN3100mmI. Pile
CapX35053kN-500mmY35053kN1900mmNo of
Edges/Sides=4QuadrilateralX46316kN-1700mmY41263kN700mmPile Cap
depth, D=3.6mmin sizeX56316kN-2900mmY55053kN-500mmThickness,
T=2100mm300mm---Y61263kN-1700mmEffective Depth for Bot,
d'=1971mm---Y75053kN-2900mmEffective Depth for Top,
d''=75mm---Y81263kN-4100mmII. Pile Punching ShearII. Table 1:
Coordinates of Edges---Y95053kN-5300mm Vc = 0.75(1/3 f'c )(bo)
(d)=27449kNAxispt .1pt. 2pt. 3pt. 4-------bo=9484mmX006.46.40Rmax
Pile @ X=1263kNSafe!Y06.46.400I. Design of Bottom BarsRmax Pile @
Y=1263kN5%Axis---.-Along XAlong YX00000IV. Table3&4: Pile
Layouts Along X and Y AxisMu = Pt(dist.)36130.216422.8kNmTherefore
Pile Cap is Critical against Wide Beam Shear!Y00000Ru = Mu/(Xf
d)1.710.78III. Table 2: Length of SidesALONG XALONG Y =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00450.0020H. PILE
CAPACITYSides1-22-33-44-5-Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1225kNLength6.4m6.4m6.4m6.4m-X152400mmY144800mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.47kNSides-----X251200mmY213600mmused0.00450.0020Rmax Pile @
X=1263kNLength-----X340mmY342400mmAs = bd'88853971mmRmax Pile @
Y=1263kNFail!IV. DiagramV. Column SizeX45-1200mmY411200mmSpacing of
Bar, S114.6256.4mmXc=1000mmX55-2400mmY540mmSay S125275mmTherefore
Increase Number of PilesYc=1000mm-0-Y61-1200mmVII. Column Location
from pt. 0,0-0-Y74-2400mmReinforcement is
OK!x'=3.2m-0-Y81-3600mmy'=3.2m-0-Y94-4800mmII. Design of Top
BarsSUMMARYVIII. Center of Cap from pt. 0,0-0--0-Along XAlong
YTherefore Increase
Thickness!!!X=3.2m24pc(s)7200mm24pc(s)19241mmMcap =
f'cfybd(1-0.59fy/f'c)28356.728356.71kNmY=3.2mMreq = Mu -
Mcap7773.4-11933.9kNmTherefore Layout is OK!Ru = Mu/(Xf
d)0.37-0.56Column on Center of Pile Cap! =
0.85f'c/fy(1-1-2Ru/0.85f'c)0.0009-0.0014E. PILE REACTIONS PER
COLUMN AND PER ROWmin = 0.00180.00180.0018C. LOAD
CONSIDEREDused0.00180.0018I. Service LoadALONG XALONG YAs =
bt37803780Load, P=18548kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S269.3269.3Moment,
Mx=0kNmX16316kN0kNY15053kN0kNSay S275275Moment,
My=0kNmX26316kN0kNY21263kN0kNII. Ultimate
LoadX35053kN0kNY35053kN0kNG. SHEARLoad,
Pu=27250kNX46316kN0kNY41263kN0kNI. Wide Beam ShearMoment,
Mux=0kNmX56316kN0kNY55053kN0kN Vc = 0.75(1/6 f'c )(b)
(d)=9262kNMoment, Muy=0kNm---Y61263kN0kNVu = Pn=6316kNSafe!III.
Soil & Footing Weight---Y75053kN0kN68%Soil Weight above,
Ws=1044kN---Y81263kN0kNFooting Weight,
Wf=2025kN---Y95053kN0kN------D. PILESI. Pile PropertiesPile
Shape=RectanglePile Size, S=400mmPile Capacity, Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC22.9
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:25OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:26
PC25PC25
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=22pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=34395kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=9Col5
AxisDistance of Face of Column @y fr. CG=0.50mbo=11884mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=5Row5
AxisEffective width of Cap for Bending @x=3.70mVu =
Pt=17804kNSafe!Bottom bar=36mmPile Spacing = 3S=1200mm1200Effective
width of Cap for Bending @y=3.70mAverage Pile Reaction=1272kN52%Top
bar=36mmCenter of Gravity, X'=4800mmNumber of Pile
outside=8pc(s)1486Bot, Yield Strength, fy=414MPaCenter of Gravity,
Y'=2400mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804III.
DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X15087kN1900mmY12543kN4300mmB. SIZING
UPX26359kN700mmY23815kN3100mmI. Pile
CapX35087kN-500mmY32543kN1900mmNo of
Edges/Sides=4QuadrilateralX46359kN-1700mmY43815kN700mmPile Cap
depth, D=3.6mmin sizeX55087kN-2900mmY52543kN-500mmThickness,
T=2100mm300mm---Y63815kN-1700mmEffective Depth for Bot,
d'=1971mm---Y72543kN-2900mmEffective Depth for Top,
d''=75mm---Y83815kN-4100mmII. Pile Punching ShearII. Table 1:
Coordinates of Edges---Y92543kN-5300mm Vc = 0.75(1/3 f'c )(bo)
(d)=27449kNAxispt .1pt. 2pt. 3pt. 4-------bo=9484mmX006.46.40Rmax
Pile @ X=1272kNSafe!Y06.46.400I. Design of Bottom BarsRmax Pile @
Y=1272kN5%Axis---.-Along XAlong YX00000IV. Table3&4: Pile
Layouts Along X and Y AxisMu = Pt(dist.)30266.914116.1kNmTherefore
Pile Cap is Critical against Wide Beam Shear!Y00000Ru = Mu/(Xf
d)1.430.67III. Table 2: Length of SidesALONG XALONG Y =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00380.0017H. PILE
CAPACITYSides1-22-33-44-5-Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1274kNLength6.4m6.4m6.4m6.4m-X142400mmY124800mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.53kNSides-----X251200mmY233600mmused0.00380.0018Rmax Pile @
X=1272kNLength-----X340mmY322400mmAs = bd'74053780mmRmax Pile @
Y=1272kNOK!IV. DiagramV. Column SizeX45-1200mmY431200mmSpacing of
Bar, S137.5269.3mmXc=1000mmX54-2400mmY520mmSay S125275mmTherefore
number of Piles is adequate!Yc=1000mm-0-Y63-1200mmVII. Column
Location from pt. 0,0-0-Y72-2400mmReinforcement is
OK!x'=3.2m-0-Y83-3600mmy'=3.2m-0-Y92-4800mmII. Design of Top
BarsSUMMARYVIII. Center of Cap from pt. 0,0-0--0-Along XAlong
YTherefore Provide 36@125mm Bottom Bars along
XX=3.2m22pc(s)7200mm22pc(s)19241mmMcap =
f'cfybd(1-0.59fy/f'c)28356.728356.71kNmTherefore Provide 36@275mm
Bottom Bars along YY=3.2mMreq = Mu - Mcap1910.2-14240.6kNmTherefore
Provide 36@275mm Top Bars along XTherefore Layout is OK!Ru = Mu/(Xf
d)0.09-0.67Therefore Provide 36@275mm Top Bars along YColumn on
Center of Pile Cap! = 0.85f'c/fy(1-1-2Ru/0.85f'c)0.0002-0.0016E.
PILE REACTIONS PER COLUMN AND PER ROWmin = 0.00180.00180.0018C.
LOAD CONSIDEREDused0.00180.0018I. Service LoadALONG XALONG YAs =
bt37803780Load, P=16309kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S269.3269.3Moment,
Mx=0kNmX15087kN0kNY12543kN0kNSay S275275Moment,
My=0kNmX26359kN0kNY23815kN0kNII. Ultimate
LoadX35087kN0kNY32543kN0kNG. SHEARLoad,
Pu=24909kNX46359kN0kNY43815kN0kNI. Wide Beam ShearMoment,
Mux=0kNmX55087kN0kNY52543kN0kN Vc = 0.75(1/6 f'c )(b)
(d)=9262kNMoment, Muy=0kNm---Y63815kN0kNVu = Pn=6359kNSafe!III.
Soil & Footing Weight---Y72543kN0kN69%Soil Weight above,
Ws=1044kN---Y83815kN0kNFooting Weight,
Wf=2025kN---Y92543kN0kN------D. PILESI. Pile PropertiesPile
Shape=RectanglePile Size, S=400mmPile Capacity, Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC22.4
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:25OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:26
PC25PC25
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=22pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=34395kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=9Col5
AxisDistance of Face of Column @y fr. CG=0.50mbo=11884mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=5Row5
AxisEffective width of Cap for Bending @x=3.70mVu =
Pt=17737kNSafe!Bottom bar=36mmPile Spacing = 3S=1200mm1200Effective
width of Cap for Bending @y=3.70mAverage Pile Reaction=1267kN52%Top
bar=36mmCenter of Gravity, X'=4800mmNumber of Pile
outside=8pc(s)1486Bot, Yield Strength, fy=414MPaCenter of Gravity,
Y'=2400mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804III.
DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X15068kN1900mmY12534kN4300mmB. SIZING
UPX26335kN700mmY23801kN3100mmI. Pile
CapX35068kN-500mmY32534kN1900mmNo of
Edges/Sides=4QuadrilateralX46335kN-1700mmY43801kN700mmPile Cap
depth, D=3.6mmin sizeX55068kN-2900mmY52534kN-500mmThickness,
T=2100mm300mm---Y63801kN-1700mmEffective Depth for Bot,
d'=1971mm---Y72534kN-2900mmEffective Depth for Top,
d''=75mm---Y83801kN-4100mmII. Pile Punching ShearII. Table 1:
Coordinates of Edges---Y92534kN-5300mm Vc = 0.75(1/3 f'c )(bo)
(d)=27449kNAxispt .1pt. 2pt. 3pt. 4-------bo=9484mmX006.46.40Rmax
Pile @ X=1267kNSafe!Y06.46.400I. Design of Bottom BarsRmax Pile @
Y=1267kN5%Axis---.-Along XAlong YX00000IV. Table3&4: Pile
Layouts Along X and Y AxisMu = Pt(dist.)30153.114063.0kNmTherefore
Pile Cap is Critical against Wide Beam Shear!Y00000Ru = Mu/(Xf
d)1.430.67III. Table 2: Length of SidesALONG XALONG Y =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00370.0017H. PILE
CAPACITYSides1-22-33-44-5-Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1268kNLength6.4m6.4m6.4m6.4m-X142400mmY124800mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.52kNSides-----X251200mmY233600mmused0.00370.0018Rmax Pile @
X=1267kNLength-----X340mmY322400mmAs = bd'73763780mmRmax Pile @
Y=1267kNOK!IV. DiagramV. Column SizeX45-1200mmY431200mmSpacing of
Bar, S138.0269.3mmXc=1000mmX54-2400mmY520mmSay S125275mmTherefore
number of Piles is adequate!Yc=1000mm-0-Y63-1200mmVII. Column
Location from pt. 0,0-0-Y72-2400mmReinforcement is
OK!x'=3.2m-0-Y83-3600mmy'=3.2m-0-Y92-4800mmII. Design of Top
BarsSUMMARYVIII. Center of Cap from pt. 0,0-0--0-Along XAlong
YTherefore Provide 36@125mm Bottom Bars along
XX=3.2m22pc(s)7200mm22pc(s)19241mmMcap =
f'cfybd(1-0.59fy/f'c)28356.728356.71kNmTherefore Provide 36@275mm
Bottom Bars along YY=3.2mMreq = Mu - Mcap1796.4-14293.7kNmTherefore
Provide 36@275mm Top Bars along XTherefore Layout is OK!Ru = Mu/(Xf
d)0.09-0.68Therefore Provide 36@275mm Top Bars along YColumn on
Center of Pile Cap! = 0.85f'c/fy(1-1-2Ru/0.85f'c)0.0002-0.0016E.
PILE REACTIONS PER COLUMN AND PER ROWmin = 0.00180.00180.0018C.
LOAD CONSIDEREDused0.00180.0018I. Service LoadALONG XALONG YAs =
bt37803780Load, P=16309kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S269.3269.3Moment,
Mx=0kNmX15068kN0kNY12534kN0kNSay S275275Moment,
My=0kNmX26335kN0kNY23801kN0kNII. Ultimate
LoadX35068kN0kNY32534kN0kNG. SHEARLoad,
Pu=24803kNX46335kN0kNY43801kN0kNI. Wide Beam ShearMoment,
Mux=0kNmX55068kN0kNY52534kN0kN Vc = 0.75(1/6 f'c )(b)
(d)=9262kNMoment, Muy=0kNm---Y63801kN0kNVu = Pn=6335kNSafe!III.
Soil & Footing Weight---Y72534kN0kN68%Soil Weight above,
Ws=1044kN---Y83801kN0kNFooting Weight,
Wf=2025kN---Y92534kN0kN------D. PILESI. Pile PropertiesPile
Shape=RectanglePile Size, S=400mmPile Capacity, Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC22.11
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:25OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:26
PC25PC25
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=22pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=34395kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=9Col5
AxisDistance of Face of Column @y fr. CG=0.50mbo=11884mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=5Row5
AxisEffective width of Cap for Bending @x=3.70mVu =
Pt=16735kNSafe!Bottom bar=36mmPile Spacing = 3S=1200mm1200Effective
width of Cap for Bending @y=3.70mAverage Pile Reaction=1195kN49%Top
bar=36mmCenter of Gravity, X'=4800mmNumber of Pile
outside=8pc(s)1486Bot, Yield Strength, fy=414MPaCenter of Gravity,
Y'=2400mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804III.
DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X14781kN1900mmY12391kN4300mmB. SIZING
UPX25977kN700mmY23586kN3100mmI. Pile
CapX34781kN-500mmY32391kN1900mmNo of
Edges/Sides=4QuadrilateralX45977kN-1700mmY43586kN700mmPile Cap
depth, D=3.6mmin sizeX54781kN-2900mmY52391kN-500mmThickness,
T=2100mm300mm---Y63586kN-1700mmEffective Depth for Bot,
d'=1971mm---Y72391kN-2900mmEffective Depth for Top,
d''=75mm---Y83586kN-4100mmII. Pile Punching ShearII. Table 1:
Coordinates of Edges---Y92391kN-5300mm Vc = 0.75(1/3 f'c )(bo)
(d)=27449kNAxispt .1pt. 2pt. 3pt. 4-------bo=9484mmX006.46.40Rmax
Pile @ X=1195kNSafe!Y06.46.400I. Design of Bottom BarsRmax Pile @
Y=1195kN4%Axis---.-Along XAlong YX00000IV. Table3&4: Pile
Layouts Along X and Y AxisMu = Pt(dist.)28448.913268.2kNmTherefore
Pile Cap is Critical against Wide Beam Shear!Y00000Ru = Mu/(Xf
d)1.350.63III. Table 2: Length of SidesALONG XALONG Y =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00350.0016H. PILE
CAPACITYSides1-22-33-44-5-Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1229kNLength6.4m6.4m6.4m6.4m-X142400mmY124800mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.47kNSides-----X251200mmY233600mmused0.00350.0018Rmax Pile @
X=1195kNLength-----X340mmY322400mmAs = bd'69493780mmRmax Pile @
Y=1195kNOK!IV. DiagramV. Column SizeX45-1200mmY431200mmSpacing of
Bar, S146.5269.3mmXc=1000mmX54-2400mmY520mmSay S125275mmTherefore
number of Piles is adequate!Yc=1000mm-0-Y63-1200mmVII. Column
Location from pt. 0,0-0-Y72-2400mmReinforcement is
OK!x'=3.2m-0-Y83-3600mmy'=3.2m-0-Y92-4800mmII. Design of Top
BarsSUMMARYVIII. Center of Cap from pt. 0,0-0--0-Along XAlong
YTherefore Provide 36@125mm Bottom Bars along
XX=3.2m22pc(s)7200mm22pc(s)19241mmMcap =
f'cfybd(1-0.59fy/f'c)28356.728356.71kNmTherefore Provide 36@275mm
Bottom Bars along YY=3.2mMreq = Mu - Mcap92.2-15088.5kNmTherefore
Provide 36@275mm Top Bars along XTherefore Layout is OK!Ru = Mu/(Xf
d)0.00-0.71Therefore Provide 36@275mm Top Bars along YColumn on
Center of Pile Cap! = 0.85f'c/fy(1-1-2Ru/0.85f'c)0.0000-0.0017E.
PILE REACTIONS PER COLUMN AND PER ROWmin = 0.00180.00180.0018C.
LOAD CONSIDEREDused0.00180.0018I. Service LoadALONG XALONG YAs =
bt37803780Load, P=15759kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S269.3269.3Moment,
Mx=0kNmX14781kN0kNY12391kN0kNSay S275275Moment,
My=0kNmX25977kN0kNY23586kN0kNII. Ultimate
LoadX34781kN0kNY32391kN0kNG. SHEARLoad,
Pu=23228kNX45977kN0kNY43586kN0kNI. Wide Beam ShearMoment,
Mux=0kNmX54781kN0kNY52391kN0kN Vc = 0.75(1/6 f'c )(b)
(d)=9262kNMoment, Muy=0kNm---Y63586kN0kNVu = Pn=5977kNSafe!III.
Soil & Footing Weight---Y72391kN0kN65%Soil Weight above,
Ws=1044kN---Y83586kN0kNFooting Weight,
Wf=2025kN---Y92391kN0kN------D. PILESI. Pile PropertiesPile
Shape=RectanglePile Size, S=400mmPile Capacity, Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC20.11
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:25OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:26
PC25PC25
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=20pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=9572kNUnit Weight of Concrete=23.54kN/mTotal
Number of Y-Axis (Column), Nc=5Col5 AxisDistance of Face of Column
@y fr. CG=0.50mbo=7484mmUnit Weight of Soil=17.00kN/mTotal Number
of X-Axis (Row), Nr=4Row5 AxisEffective width of Cap for Bending
@x=3.70mVu = Pt=18928kNFail!Bottom bar=36mmPile Spacing =
3S=1200mm1200Effective width of Cap for Bending @y=3.70mAverage
Pile Reaction=1262kN198%Top bar=36mmCenter of Gravity,
X'=2400mmNumber of Pile outside=5pc(s)936Bot, Yield Strength,
fy=414MPaCenter of Gravity, Y'=1800mmALONG XALONG Y1 = 0.85 -
0.05(f'c-28)/7=0.804III. DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X16309kN1300mmY15047kN1900mmB. SIZING
UPX26309kN100mmY25047kN700mmI. Pile
CapX36309kN-1100mmY35047kN-500mmNo of
Edges/Sides=4QuadrilateralX46309kN-2300mmY45047kN-1700mmPile Cap
depth, D=2.5mmin size---Y55047kN-2900mmThickness,
T=1000mm300mm------Effective Depth for Bot, d'=871mm------Effective
Depth for Top, d''=75mm------II. Pile Punching ShearII. Table 1:
Coordinates of Edges------ Vc = 0.75(1/3 f'c )(bo) (d)=6502kNAxispt
.1pt. 2pt. 3pt. 4-------bo=5084mmX006.46.40Rmax Pile @
X=1262kNSafe!Y06.46.400I. Design of Bottom BarsRmax Pile @
Y=1262kN19%Axis---.-Along XAlong YX00000IV. Table3&4: Pile
Layouts Along X and Y AxisMu = Pt(dist.)13123.18832.9kNmTherefore
Pile Cap is Critical against Column Punching Shear!Y00000Ru =
Mu/(Xf d)3.182.14III. Table 2: Length of SidesALONG XALONG Y =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00860.0057H. PILE
CAPACITYSides1-22-33-44-5-Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1229kNLength6.4m6.4m6.4m6.4m-X151800mmY142400mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.47kNSides-----X25600mmY241200mmused0.00860.0057Rmax Pile @
X=1262kNLength-----X35-600mmY340mmAs = bd'75164956mmRmax Pile @
Y=1262kNFail!IV. DiagramV. Column SizeX45-1800mmY44-1200mmSpacing
of Bar, S135.4205.4mmXc=1000mm-0-Y54-2400mmSay S225300mmTherefore
Increase Number of PilesYc=1000mm-0--0-VII. Column Location from
pt. 0,0-0--0-Reinforcement is OK!x'=3.2m-0--0-y'=3.2m-0--0-II.
Design of Top BarsSUMMARYVIII. Center of Cap from pt.
0,0-0--0-Along XAlong YTherefore Increase
Thickness!!!X=3.2m20pc(s)4800mm20pc(s)7200mmMcap =
f'cfybd(1-0.59fy/f'c)5537.65537.57kNmY=3.2mMreq = Mu -
Mcap7585.53295.3kNmTherefore Layout is OK!Ru = Mu/(Xf
d)1.840.80Column on Center of Pile Cap! =
0.85f'c/fy(1-1-2Ru/0.85f'c)0.00460.0020E. PILE REACTIONS PER COLUMN
AND PER ROWmin = 0.00180.00180.0018C. LOAD
CONSIDEREDused0.00460.0020I. Service LoadALONG XALONG YAs =
bd'39961703Load, P=15759kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S254.7597.6Moment,
Mx=0kNmX16309kN0kNY15047kN0kNSay S300300Moment,
My=0kNmX26309kN0kNY25047kN0kNII. Ultimate
LoadX36309kN0kNY35047kN0kNG. SHEARLoad,
Pu=23228kNX46309kN0kNY45047kN0kNI. Wide Beam ShearMoment,
Mux=0kNm---Y55047kN0kN Vc = 0.75(1/6 f'c )(b) (d)=4093kNMoment,
Muy=0kNm------Vu = Pn=6309kNFail!III. Soil & Footing
Weight------154%Soil Weight above, Ws=1044kN------Footing Weight,
Wf=964kN------------D. PILESI. Pile PropertiesPile
Shape=RectanglePile Size, S=400mmPile Capacity, Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC20.46
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:25OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:26
PC25PC25
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=20pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=21350kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=5Col5
AxisDistance of Face of Column @y fr. CG=0.50mbo=9884mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=4Row5
AxisEffective width of Cap for Bending @x=3.70mVu =
Pt=18386kNSafe!Bottom bar=36mmPile Spacing = 3S=1200mm1200Effective
width of Cap for Bending @y=3.70mAverage Pile Reaction=1226kN86%Top
bar=36mmCenter of Gravity, X'=2400mmNumber of Pile
outside=5pc(s)1236Bot, Yield Strength, fy=414MPaCenter of Gravity,
Y'=1800mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804III.
DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X16129kN1300mmY14903kN1900mmB. SIZING
UPX26129kN100mmY24903kN700mmI. Pile
CapX36129kN-1100mmY34903kN-500mmNo of
Edges/Sides=4QuadrilateralX46129kN-2300mmY44903kN-1700mmPile Cap
depth, D=3.1mmin size---Y54903kN-2900mmThickness,
T=1600mm300mm------Effective Depth for Bot,
d'=1471mm------Effective Depth for Top, d''=75mm------II. Pile
Punching ShearII. Table 1: Coordinates of Edges------ Vc = 0.75(1/3
f'c )(bo) (d)=16166kNAxispt .1pt. 2pt. 3pt.
4-------bo=7484mmX006.46.40Rmax Pile @ X=1226kNSafe!Y06.46.400I.
Design of Bottom BarsRmax Pile @ Y=1226kN8%Axis---.-Along XAlong
YX00000IV. Table3&4: Pile Layouts Along X and Y AxisMu =
Pt(dist.)12747.38579.9kNmTherefore Pile Cap is Critical against
Column Punching Shear!Y00000Ru = Mu/(Xf d)1.080.73III. Table 2:
Length of SidesALONG XALONG Y =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00280.0019H. PILE
CAPACITYSides1-22-33-44-5-Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1226kNLength6.4m6.4m6.4m6.4m-X151800mmY142400mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.47kNSides-----X25600mmY241200mmused0.00280.0019Rmax Pile @
X=1226kNLength-----X35-600mmY340mmAs = bd'41522777mmRmax Pile @
Y=1226kNOK!IV. DiagramV. Column SizeX45-1800mmY44-1200mmSpacing of
Bar, S245.1366.5mmXc=1000mm-0-Y54-2400mmSay S225300mmTherefore
number of Piles is adequate!Yc=1000mm-0--0-VII. Column Location
from pt. 0,0-0--0-Reinforcement is OK!x'=3.2m-0--0-y'=3.2m-0--0-II.
Design of Top BarsSUMMARYVIII. Center of Cap from pt.
0,0-0--0-Along XAlong YTherefore Provide 36@225mm Bottom Bars along
XX=3.2m20pc(s)4800mm20pc(s)7200mmMcap =
f'cfybd(1-0.59fy/f'c)15794.615794.58kNmTherefore Provide 36@300mm
Bottom Bars along YY=3.2mMreq = Mu - Mcap-3047.3-7214.6kNmTherefore
Provide 36@300mm Top Bars along XTherefore Layout is OK!Ru = Mu/(Xf
d)-0.26-0.61Therefore Provide 36@300mm Top Bars along YColumn on
Center of Pile Cap! = 0.85f'c/fy(1-1-2Ru/0.85f'c)-0.0006-0.0015E.
PILE REACTIONS PER COLUMN AND PER ROWmin = 0.00180.00180.0018C.
LOAD CONSIDEREDused0.00180.0018I. Service LoadALONG XALONG YAs =
bt28802880Load, P=14916kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S353.4353.4Moment,
Mx=0kNmX16129kN0kNY14903kN0kNSay S300300Moment,
My=0kNmX26129kN0kNY24903kN0kNII. Ultimate
LoadX36129kN0kNY34903kN0kNG. SHEARLoad,
Pu=21927kNX46129kN0kNY44903kN0kNI. Wide Beam ShearMoment,
Mux=0kNm---Y54903kN0kN Vc = 0.75(1/6 f'c )(b) (d)=6912kNMoment,
Muy=0kNm------Vu = Pn=4903kNSafe!III. Soil & Footing
Weight------71%Soil Weight above, Ws=1044kN------Footing Weight,
Wf=1543kN------------D. PILESI. Pile PropertiesPile
Shape=RectanglePile Size, S=400mmPile Capacity, Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC19.6 (staggered)
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:5OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:6point 27PC11PC11
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=19pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=19358kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=9Col2
AxisDistance of Face of Column @y fr. CG=0.50mbo=9532mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=5Row3
AxisEffective width of Cap for Bending @x=3.70mVu =
Pt=13689kNSafe!Bottom bar=28mmxPile Spacing = 3S=600mm1200Effective
width of Cap for Bending @y=3.70mAverage Pile Reaction=1141kN71%Top
bar=28mmyPile Spacing = 3S=1200mmNumber of Pile
outside=7pc(s)1192Bot, Yield Strength, fy=414MPaCenter of Gravity,
X'=2400mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804Center of
Gravity, Y'=2400mmRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
III. DiagramX13422kN1900mmY11141kN1900mmB. SIZING
UPX24563kN1300mmY22282kN1300mmI. Pile
CapX35704kN700mmY33422kN700mmNo of
Edges/Sides=8OctagonX44563kN100mmY42282kN100mmPile Cap depth,
D=1.5mmin sizeX53422kN-500mmY53422kN-500mmThickness,
T=1500mm300mm---Y62282kN-1100mmEffective Depth for Bot,
d'=1383mm---Y73422kN-1700mmEffective Depth for Top,
d''=75mm---Y82282kN-2300mmII. Pile Punching ShearII. Table 1:
Coordinates of Edges---Y91141kN-2900mm Vc = 0.75(1/3 f'c )(bo)
(d)=14484kNAxispt .1pt. 2pt. 3pt. 4pt.
5------bo=7132mmX001.64.86.4Rmax Pile @
X=1141kNSafe!Y1.64.86.46.44.8I. Design of Bottom BarsRmax Pile @
Y=1141kN8%Axispt. 6pt. 7pt. 8--Along XAlong YX6.44.81.6Mu =
Pt(dist.)7757.216883.4kNmTherefore Pile Cap is Critical against
Column Punching Shear!Y1.600IV. Table3&4: Pile Layouts Along X
and Y AxisRu = Mu/(Xf d)0.751.62III. Table 2: Length of Sides =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00190.0043H. PILE
CAPACITYSides1-22-33-44-55-6ALONG XALONG Ymin =
0.00180.00180.0018Ru = Re=1229kNLength3.2m2.3m3.2m2.3m3.2mRow
MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmax = .75(.85f'c1600)/(fy(600+fy))0.02530.0253Load
Factor, =
Pu/P=1.47kNSides6-77-88-9--X132400mmY112400mmused0.00190.0043Rmax
Pile @ X=1141kNLength2.3m3.2m2.3m0.0m-X241800mmY221800mmAs =
bd'26715908mmRmax Pile @ Y=1141kNOK!IV. DiagramV. Column
SizeX351200mmY331200mmSpacing of Bar,
S160.0104.2mmXc=1000mmX44600mmY42600mmSay S150100mmTherefore number
of Piles is adequate!Yc=1000mmX530mmY530mmVII. Column Location from
pt. 0,0-0-Y62-600mmReinforcement is
OK!x'=3.2m-0-Y73-1200mmy'=3.2m-0-Y82-1800mmII. Design of Top
BarsSUMMARYVIII. Center of Cap from pt. 0,0-0-Y91-2400mmAlong
XAlong YTherefore Provide 28@150mm Bottom Bars along
XX=3.2m-0--0-Mcap =
f'cfybd(1-0.59fy/f'c)13961.313961.34kNmTherefore Provide 28@100mm
Bottom Bars along YY=3.2m19pc(s)6000mm19pc(s)9641mmMreq = Mu -
Mcap-6204.12922.0kNmTherefore Provide 28@200mm Top Bars along XRu =
Mu/(Xf d)-0.600.28Therefore Provide 28@200mm Top Bars along YColumn
on Center of Pile Cap!Therefore Layout is OK! =
0.85f'c/fy(1-1-2Ru/0.85f'c)-0.00140.0007min = 0.00180.00180.0018C.
LOAD CONSIDEREDE. PILE REACTIONS PER COLUMN AND PER
ROWused0.00180.0018I. Service LoadAs = bt27002700Load,
P=13817kNALONG XALONG YSpacing of Bar, S228.1228.1Moment,
Mx=0kNmRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSay S200200Moment,
My=0kNmX13422kN0kNY11141kN0kNII. Ultimate
LoadX24563kN0kNY22282kN0kNG. SHEARLoad,
Pu=20364kNX35704kN0kNY33422kN0kNI. Wide Beam ShearMoment,
Mux=0kNmX44563kN0kNY42282kN0kN Vc = 0.75(1/6 f'c )(b)
(d)=6499kNMoment, Muy=0kNmX53422kN0kNY53422kN0kNVu =
Pn=3422kNSafe!III. Soil & Footing Weight---Y62282kN0kN53%Soil
Weight above, Ws=0kN---Y73422kN0kNFooting Weight,
Wf=1311kN---Y82282kN0kN---Y91141kN0kND. PILES------I. Pile
PropertiesPile Shape=RectanglePile Size, S=400mmPile Capacity,
Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC17.22 (staggered)
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:5OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:6point 27PC11PC11
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=17pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=19358kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=9Col2
AxisDistance of Face of Column @y fr. CG=0.50mbo=9532mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=5Row3
AxisEffective width of Cap for Bending @x=3.70mVu =
Pt=13210kNSafe!Bottom bar=28mmxPile Spacing = 3S=600mm1200Effective
width of Cap for Bending @y=3.70mAverage Pile Reaction=1321kN68%Top
bar=28mmyPile Spacing = 3S=1200mmNumber of Pile
outside=7pc(s)1192Bot, Yield Strength, fy=414MPaCenter of Gravity,
X'=2400mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804Center of
Gravity, Y'=2400mmRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
III. DiagramX12642kN1900mmY11321kN1900mmB. SIZING
UPX25284kN1300mmY22642kN1300mmI. Pile
CapX36605kN700mmY31321kN700mmNo of
Edges/Sides=8OctagonX45284kN100mmY45284kN100mmPile Cap depth,
D=3.0mmin sizeX52642kN-500mmY51321kN-500mmThickness,
T=1500mm300mm---Y65284kN-1100mmEffective Depth for Bot,
d'=1383mm---Y71321kN-1700mmEffective Depth for Top,
d''=75mm---Y82642kN-2300mmII. Pile Punching ShearII. Table 1:
Coordinates of Edges---Y91321kN-2900mm Vc = 0.75(1/3 f'c )(bo)
(d)=14484kNAxispt .1pt. 2pt. 3pt. 4pt.
5------bo=7132mmX001.64.86.4Rmax Pile @
X=1321kNSafe!Y1.64.86.46.44.8I. Design of Bottom BarsRmax Pile @
Y=1321kN9%Axispt. 6pt. 7pt. 8--Along XAlong YX6.44.81.6Mu =
Pt(dist.)7397.417040.5kNmTherefore Pile Cap is Critical against
Column Punching Shear!Y1.600IV. Table3&4: Pile Layouts Along X
and Y AxisRu = Mu/(Xf d)0.711.64III. Table 2: Length of Sides =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00180.0043H. PILE
CAPACITYSides1-22-33-44-55-6ALONG XALONG Ymin =
0.00180.00180.0018Ru = Re=1340kNLength3.2m2.3m3.2m2.3m3.2mRow
MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmax = .75(.85f'c1600)/(fy(600+fy))0.02530.0253Load
Factor, =
Pu/P=1.61kNSides6-77-88-9--X122400mmY112400mmused0.00180.0043Rmax
Pile @ X=1321kNLength2.3m3.2m2.3m0.0m-X241800mmY221800mmAs =
bd'25465964mmRmax Pile @ Y=1321kNOK!IV. DiagramV. Column
SizeX351200mmY311200mmSpacing of Bar,
S160.0103.2mmXc=1000mmX44600mmY44600mmSay S150100mmTherefore number
of Piles is adequate!Yc=1000mmX520mmY510mmVII. Column Location from
pt. 0,0-0-Y64-600mmReinforcement is
OK!x'=3.2m-0-Y71-1200mmy'=3.2m-0-Y82-1800mmII. Design of Top
BarsSUMMARYVIII. Center of Cap from pt. 0,0-0-Y91-2400mmAlong
XAlong YTherefore Provide 28@150mm Bottom Bars along
XX=3.2m-0--0-Mcap =
f'cfybd(1-0.59fy/f'c)13961.313961.34kNmTherefore Provide 28@100mm
Bottom Bars along YY=3.2m17pc(s)6000mm17pc(s)9641mmMreq = Mu -
Mcap-6563.93079.2kNmTherefore Provide 28@200mm Top Bars along XRu =
Mu/(Xf d)-0.630.30Therefore Provide 28@200mm Top Bars along YColumn
on Center of Pile Cap!Therefore Layout is OK! =
0.85f'c/fy(1-1-2Ru/0.85f'c)-0.00150.0007min = 0.00180.00180.0018C.
LOAD CONSIDEREDE. PILE REACTIONS PER COLUMN AND PER
ROWused0.00180.0018I. Service LoadAs = bt27002700Load,
P=12572kNALONG XALONG YSpacing of Bar, S228.1228.1Moment,
Mx=0kNmRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSay S200200Moment,
My=0kNmX12642kN0kNY11321kN0kNII. Ultimate
LoadX25284kN0kNY22642kN0kNG. SHEARLoad,
Pu=20199kNX36605kN0kNY31321kN0kNI. Wide Beam ShearMoment,
Mux=0kNmX45284kN0kNY45284kN0kN Vc = 0.75(1/6 f'c )(b)
(d)=6499kNMoment, Muy=0kNmX52642kN0kNY51321kN0kNVu =
Pn=2642kNSafe!III. Soil & Footing Weight---Y65284kN0kN41%Soil
Weight above, Ws=947kN---Y71321kN0kNFooting Weight,
Wf=1311kN---Y82642kN0kN---Y91321kN0kND. PILES------I. Pile
PropertiesPile Shape=RectanglePile Size, S=400mmPile Capacity,
Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC18.16 (staggered)
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:5OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:6point 27PC11PC11
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=18pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=19358kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=9Col2
AxisDistance of Face of Column @y fr. CG=0.50mbo=9532mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=4Row2
AxisEffective width of Cap for Bending @x=3.70mVu =
Pt=14589kNSafe!Bottom bar=28mmxPile Spacing = 3S=600mm1200Effective
width of Cap for Bending @y=3.10mAverage Pile Reaction=1216kN75%Top
bar=28mmyPile Spacing = 3S=1200mmNumber of Pile
outside=6pc(s)1192Bot, Yield Strength, fy=414MPaCenter of Gravity,
X'=2400mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804Center of
Gravity, Y'=1800mmRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
III. DiagramX14863kN1300mmY12431kN1900mmB. SIZING
UPX26079kN700mmY22431kN1300mmI. Pile
CapX36079kN100mmY32431kN700mmNo of
Edges/Sides=8OctagonX44863kN-500mmY42431kN100mmPile Cap depth,
D=3.0mmin size---Y52431kN-500mmThickness,
T=1500mm300mm---Y62431kN-1100mmEffective Depth for Bot,
d'=1383mm---Y72431kN-1700mmEffective Depth for Top,
d''=75mm---Y82431kN-2300mmII. Pile Punching ShearII. Table 1:
Coordinates of Edges---Y92431kN-2900mm Vc = 0.75(1/3 f'c )(bo)
(d)=14484kNAxispt .1pt. 2pt. 3pt. 4pt.
5------bo=7132mmX000.85.66.4Rmax Pile @
X=1216kNSafe!Y1.653.555.25.23.55I. Design of Bottom BarsRmax Pile @
Y=1216kN8%Axispt. 6pt. 7pt. 8--Along XAlong YX6.45.60.8Mu =
Pt(dist.)9725.911184.8kNmTherefore Pile Cap is Critical against
Column Punching Shear!Y1.6500IV. Table3&4: Pile Layouts Along X
and Y AxisRu = Mu/(Xf d)0.931.32III. Table 2: Length of Sides =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00240.0035H. PILE
CAPACITYSides1-22-33-44-55-6ALONG XALONG Ymin =
0.00180.00180.0018Ru = Re=1216kNLength1.9m1.8m4.8m1.8m1.9mRow
MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmax = .75(.85f'c1600)/(fy(600+fy))0.02530.0253Load
Factor, =
Pu/P=1.46kNSides6-77-88-9--X141800mmY122400mmused0.00240.0035Rmax
Pile @ X=1216kNLength1.8m4.8m1.8m0.0m-X251200mmY221800mmAs =
bd'33614790mmRmax Pile @ Y=1216kNOK!IV. DiagramV. Column
SizeX35600mmY321200mmSpacing of Bar,
S160.0128.5mmXc=1000mmX440mmY42600mmSay S150125mmTherefore number
of Piles is adequate!Yc=1000mm-0-Y520mmVII. Column Location from
pt. 0,0-0-Y62-600mmReinforcement is
OK!x'=3.2m-0-Y72-1200mmy'=2.6m-0-Y82-1800mmII. Design of Top
BarsSUMMARYVIII. Center of Cap from pt. 0,0-0-Y92-2400mmAlong
XAlong YTherefore Provide 28@150mm Bottom Bars along
XX=3.2m-0--0-Mcap =
f'cfybd(1-0.59fy/f'c)13961.313961.34kNmTherefore Provide 28@125mm
Bottom Bars along YY=2.6m18pc(s)3600mm18pc(s)9641mmMreq = Mu -
Mcap-4235.4-2776.5kNmTherefore Provide 28@200mm Top Bars along XRu
= Mu/(Xf d)-0.41-0.33Therefore Provide 28@200mm Top Bars along
YColumn on Center of Pile Cap!Therefore Layout is OK! =
0.85f'c/fy(1-1-2Ru/0.85f'c)-0.0010-0.0008min = 0.00180.00180.0018C.
LOAD CONSIDEREDE. PILE REACTIONS PER COLUMN AND PER
ROWused0.00180.0018I. Service LoadAs = bt27002700Load,
P=13706kNALONG XALONG YSpacing of Bar, S228.1228.1Moment,
Mx=0kNmRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSay S200200Moment,
My=0kNmX14863kN0kNY12431kN0kNII. Ultimate
LoadX26079kN0kNY22431kN0kNG. SHEARLoad,
Pu=19980kNX36079kN0kNY32431kN0kNI. Wide Beam ShearMoment,
Mux=0kNmX44863kN0kNY42431kN0kN Vc = 0.75(1/6 f'c )(b)
(d)=6499kNMoment, Muy=0kNm---Y52431kN0kNVu = Pn=2431kNSafe!III.
Soil & Footing Weight---Y62431kN0kN37%Soil Weight above,
Ws=798kN---Y72431kN0kNFooting Weight,
Wf=1105kN---Y82431kN0kN---Y92431kN0kND. PILES------I. Pile
PropertiesPile Shape=RectanglePile Size, S=400mmPile Capacity,
Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC18.22 (staggered)
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:5OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:6point 27PC11PC11
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=18pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=19358kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=9Col2
AxisDistance of Face of Column @y fr. CG=0.50mbo=9532mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=4Row2
AxisEffective width of Cap for Bending @x=3.70mVu =
Pt=14735kNSafe!Bottom bar=28mmxPile Spacing = 3S=600mm1200Effective
width of Cap for Bending @y=3.10mAverage Pile Reaction=1228kN76%Top
bar=28mmyPile Spacing = 3S=1200mmNumber of Pile
outside=6pc(s)1192Bot, Yield Strength, fy=414MPaCenter of Gravity,
X'=2400mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804Center of
Gravity, Y'=1800mmRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
III. DiagramX14912kN1300mmY12456kN1900mmB. SIZING
UPX26140kN700mmY22456kN1300mmI. Pile
CapX36140kN100mmY32456kN700mmNo of
Edges/Sides=8OctagonX44912kN-500mmY42456kN100mmPile Cap depth,
D=3.0mmin size---Y52456kN-500mmThickness,
T=1500mm300mm---Y62456kN-1100mmEffective Depth for Bot,
d'=1383mm---Y72456kN-1700mmEffective Depth for Top,
d''=75mm---Y82456kN-2300mmII. Pile Punching ShearII. Table 1:
Coordinates of Edges---Y92456kN-2900mm Vc = 0.75(1/3 f'c )(bo)
(d)=14484kNAxispt .1pt. 2pt. 3pt. 4pt.
5------bo=7132mmX000.85.66.4Rmax Pile @
X=1228kNSafe!Y1.653.555.25.23.55I. Design of Bottom BarsRmax Pile @
Y=1228kN8%Axispt. 6pt. 7pt. 8--Along XAlong YX6.45.60.8Mu =
Pt(dist.)9823.411296.9kNmTherefore Pile Cap is Critical against
Column Punching Shear!Y1.6500IV. Table3&4: Pile Layouts Along X
and Y AxisRu = Mu/(Xf d)0.941.34III. Table 2: Length of Sides =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00250.0035H. PILE
CAPACITYSides1-22-33-44-55-6ALONG XALONG Ymin =
0.00180.00180.0018Ru = Re=1340kNLength1.9m1.8m4.8m1.8m1.9mRow
MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmax = .75(.85f'c1600)/(fy(600+fy))0.02530.0253Load
Factor, =
Pu/P=1.61kNSides6-77-88-9--X141800mmY122400mmused0.00250.0035Rmax
Pile @ X=1228kNLength1.8m4.8m1.8m0.0m-X251200mmY221800mmAs =
bd'33954839mmRmax Pile @ Y=1228kNOK!IV. DiagramV. Column
SizeX35600mmY321200mmSpacing of Bar,
S160.0127.2mmXc=1000mmX440mmY42600mmSay S150125mmTherefore number
of Piles is adequate!Yc=1000mm-0-Y520mmVII. Column Location from
pt. 0,0-0-Y62-600mmReinforcement is
OK!x'=3.2m-0-Y72-1200mmy'=2.6m-0-Y82-1800mmII. Design of Top
BarsSUMMARYVIII. Center of Cap from pt. 0,0-0-Y92-2400mmAlong
XAlong YTherefore Provide 28@150mm Bottom Bars along
XX=3.2m-0--0-Mcap =
f'cfybd(1-0.59fy/f'c)13961.313961.34kNmTherefore Provide 28@125mm
Bottom Bars along YY=2.6m18pc(s)3600mm18pc(s)9641mmMreq = Mu -
Mcap-4138.0-2664.5kNmTherefore Provide 28@200mm Top Bars along XRu
= Mu/(Xf d)-0.40-0.32Therefore Provide 28@200mm Top Bars along
YColumn on Center of Pile Cap!Therefore Layout is OK! =
0.85f'c/fy(1-1-2Ru/0.85f'c)-0.0010-0.0008min = 0.00180.00180.0018C.
LOAD CONSIDEREDE. PILE REACTIONS PER COLUMN AND PER
ROWused0.00180.0018I. Service LoadAs = bt27002700Load,
P=12572kNALONG XALONG YSpacing of Bar, S228.1228.1Moment,
Mx=0kNmRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSay S200200Moment,
My=0kNmX14912kN0kNY12456kN0kNII. Ultimate
LoadX26140kN0kNY22456kN0kNG. SHEARLoad,
Pu=20199kNX36140kN0kNY32456kN0kNI. Wide Beam ShearMoment,
Mux=0kNmX44912kN0kNY42456kN0kN Vc = 0.75(1/6 f'c )(b)
(d)=6499kNMoment, Muy=0kNm---Y52456kN0kNVu = Pn=2456kNSafe!III.
Soil & Footing Weight---Y62456kN0kN38%Soil Weight above,
Ws=798kN---Y72456kN0kNFooting Weight,
Wf=1105kN---Y82456kN0kN---Y92456kN0kND. PILES------I. Pile
PropertiesPile Shape=RectanglePile Size, S=400mmPile Capacity,
Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC16
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:9OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:10
PC15PC15
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=16pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=17205kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=4Col4
AxisDistance of Face of Column @y fr. CG=0.50mbo=9132mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=4Row4
AxisEffective width of Cap for Bending @x=3.10mVu =
Pt=15563kNSafe!Bottom bar=28mmPile Spacing = 3S=1200mm1200Effective
width of Cap for Bending @y=3.10mAverage Pile Reaction=1297kN90%Top
bar=28mmCenter of Gravity, X'=1800mmNumber of Pile
outside=4pc(s)1142Bot, Yield Strength, fy=414MPaCenter of Gravity,
Y'=1800mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804III.
DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X15188kN1300mmY15188kN1300mmB. SIZING
UPX25188kN100mmY25188kN100mmI. Pile
CapX35188kN-1100mmY35188kN-1100mmNo of
Edges/Sides=4QuadrilateralX45188kN-2300mmY45188kN-2300mmPile Cap
depth, D=2.9mmin size------Thickness, T=1400mm300mm------Effective
Depth for Bot, d'=1283mm------Effective Depth for Top,
d''=75mm------II. Pile Punching ShearII. Table 1: Coordinates of
Edges------ Vc = 0.75(1/3 f'c )(bo) (d)=12683kNAxispt .1pt. 2pt.
3pt. 4-------bo=6732mmX005.25.20Rmax Pile @
X=1297kNSafe!Y05.25.200I. Design of Bottom BarsRmax Pile @
Y=1297kN10%Axis-----Along XAlong YX00000IV. Table3&4: Pile
Layouts Along X and Y AxisMu = Pt(dist.)7262.67262.6kNmTherefore
Pile Cap is Critical against Wide Beam Shear!Y00000Ru = Mu/(Xf
d)1.001.00III. Table 2: Length of SidesALONG XALONG Y =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00260.0026H. PILE
CAPACITYSides1-22-33-44-5-Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1229kNLength5.2m5.2m5.2m5.2m-X141800mmY141800mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.47kNSides-----X24600mmY24600mmused0.00260.0026Rmax Pile @
X=1297kNLength-----X34-600mmY34-600mmAs = bd'33333333mmRmax Pile @
Y=1297kNFail!IV. DiagramV. Column SizeX44-1800mmY44-1800mmSpacing
of Bar, S184.7184.7mmXc=1000mm-0--0-Say S170170mmTherefore Increase
Number of PilesYc=1000mm-0--0-VII. Column Location from pt.
0,0-0--0-Reinforcement is OK!x'=2.6m-0--0-y'=2.6m-0--0-II. Design
of Top BarsSUMMARYVIII. Center of Cap from pt. 0,0-0--0-Along
XAlong YTherefore Increase
Thickness!!!X=2.6m16pc(s)4800mm16pc(s)4800mmMcap =
f'cfybd(1-0.59fy/f'c)12015.312015.34kNmY=2.6mMreq = Mu -
Mcap-4752.7-4752.7kNmTherefore Layout is OK!Ru = Mu/(Xf
d)-0.65-0.65Column on Center of Pile Cap! =
0.85f'c/fy(1-1-2Ru/0.85f'c)-0.0016-0.0016E. PILE REACTIONS PER
COLUMN AND PER ROWmin = 0.00180.00180.0018C. LOAD
CONSIDEREDused0.00180.0018I. Service LoadALONG XALONG YAs =
bt25202520Load, P=13012kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S244.3244.3Moment,
Mx=0kNmX15188kN0kNY15188kN0kNSay S170170Moment,
My=0kNmX25188kN0kNY25188kN0kNII. Ultimate
LoadX35188kN0kNY35188kN0kNG. SHEARLoad,
Pu=19170kNX45188kN0kNY45188kN0kNI. Wide Beam ShearMoment,
Mux=0kNm------ Vc = 0.75(1/6 f'c )(b) (d)=4898kNMoment,
Muy=0kNm------Vu = Pn=5188kNFail!III. Soil & Footing
Weight------106%Soil Weight above, Ws=690kN------Footing Weight,
Wf=891kN------------D. PILESI. Pile PropertiesPile
Shape=RectanglePile Size, S=400mmPile Capacity, Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC15.101
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:11OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:12
PC16PC16
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=15pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=10814kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=5Col3
AxisDistance of Face of Column @y fr. CG=0.50mbo=4966mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=3Row5
AxisEffective width of Cap for Bending @x=2.50mVu =
Pt=7741kNSafe!Bottom bar=28mmPile Spacing = 3S=1200mm1200Effective
width of Cap for Bending @y=3.70mAverage Pile Reaction=1290kN72%Top
bar=28mmCenter of Gravity, X'=2400mmNumber of Pile
outside=9pc(s)1242Bot, Yield Strength, fy=414MPaCenter of Gravity,
Y'=2160mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804III.
DiagramRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
X16451kN1660mmY13870kN1900mmB. SIZING
UPX26451kN460mmY23870kN700mmI. Pile
CapX36451kN-740mmY33870kN-500mmNo of
Edges/Sides=4Quadrilateral---Y43870kN-1700mmPile Cap depth,
D=3.1mmin size---Y53870kN-2900mmThickness,
T=1600mm300mm------Effective Depth for Bot,
d'=1483mm------Effective Depth for Top, d''=75mm------II. Pile
Punching ShearII. Table 1: Coordinates of Edges------ Vc = 0.75(1/3
f'c )(bo) (d)=16402kNAxispt .1pt. 2pt. 3pt.
4-------bo=7532mmX00440Rmax Pile @ X=1290kNSafe!Y06.46.400I. Design
of Bottom BarsRmax Pile @ Y=1290kN8%Axis-----Along XAlong
YX00000IV. Table3&4: Pile Layouts Along X and Y AxisMu =
Pt(dist.)10063.213675.6kNmTherefore Pile Cap is Critical against
Wide Beam Shear!Y00000Ru = Mu/(Xf d)1.351.14III. Table 2: Length of
SidesALONG XALONG Y = 0.90f'c/fy(1-1-2Ru/0.85f'c)0.00350.0030H.
PILE CAPACITYSides1-22-33-44-5-Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmin = 0.00180.00180.0018Ru =
Re=1306kNLength6.4m4.0m6.4m4.0m-X152160mmY132400mmmax =
.75(.85f'c1600)/(fy(600+fy))0.02530.0253Load Factor, =
Pu/P=1.57kNSides-----X25960mmY231200mmused0.00350.0030Rmax Pile @
X=1290kNLength-----X35-240mmY330mmAs = bd'52274423mmRmax Pile @
Y=1290kNOK!IV. DiagramV. Column Size-4-Y43-1200mmSpacing of Bar,
S117.8139.2mmXc=1000mm-0-Y53-2400mmSay S100125mmTherefore number of
Piles is adequate!Yc=1000mm-0--0-VII. Column Location from pt.
0,0-0--0-Reinforcement is OK!x'=2m-0--0-y'=3.2m-0--0-II. Design of
Top BarsSUMMARYVIII. Center of Cap from pt. 0,0-0--0-Along XAlong
YTherefore Provide 28@100mm Bottom Bars along
XX=2m15pc(s)3360mm15pc(s)7200mmMcap =
f'cfybd(1-0.59fy/f'c)16053.316053.32kNmTherefore Provide 28@125mm
Bottom Bars along YY=3.2mMreq = Mu - Mcap-5990.1-2377.7kNmTherefore
Provide 28@200mm Top Bars along XTherefore Layout is OK!Ru = Mu/(Xf
d)-0.80-0.20Therefore Provide 28@200mm Top Bars along YColumn on
Center of Pile Cap! = 0.85f'c/fy(1-1-2Ru/0.85f'c)-0.0019-0.0005E.
PILE REACTIONS PER COLUMN AND PER ROWmin = 0.00180.00180.0018C.
LOAD CONSIDEREDused0.00180.0018I. Service LoadALONG XALONG YAs =
bt28802880Load, P=11325kNRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSpacing of Bar, S213.8213.8Moment,
Mx=0kNmX16451kN0kNY13870kN0kNSay S200200Moment,
My=0kNmX26451kN0kNY23870kN0kNII. Ultimate
LoadX36451kN0kNY33870kN0kNG. SHEARLoad, Pu=17735kN---Y43870kN0kNI.
Wide Beam ShearMoment, Mux=0kNm---Y53870kN0kN Vc = 0.75(1/6 f'c
)(b) (d)=6969kNMoment, Muy=0kNm------Vu = Pn=6451kNSafe!III. Soil
& Footing Weight------93%Soil Weight above,
Ws=653kN------Footing Weight, Wf=964kN------------D. PILESI. Pile
PropertiesPile Shape=RectanglePile Size, S=400mmPile Capacity,
Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC14.15 (staggered)
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:5OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:6point 15PC11PC11
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=14pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=19358kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=7Col2
AxisDistance of Face of Column @y fr. CG=0.50mbo=9532mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=4Row1
AxisEffective width of Cap for Bending @x=3.10mVu =
Pt=12230kNSafe!Bottom bar=28mmxPile Spacing = 3S=600mm1200Effective
width of Cap for Bending @y=3.10mAverage Pile Reaction=1223kN63%Top
bar=28mmyPile Spacing = 3S=1200mmNumber of Pile
outside=4pc(s)1192Bot, Yield Strength, fy=414MPaCenter of Gravity,
X'=1800mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804Center of
Gravity, Y'=1800mmRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
III. DiagramX13669kN1300mmY12446kN1300mmB. SIZING
UPX24892kN700mmY22446kN700mmI. Pile CapX34892kN100mmY32446kN100mmNo
of Edges/Sides=8OctagonX43669kN-500mmY42446kN-500mmPile Cap depth,
D=1.5mmin size---Y52446kN-1100mmThickness,
T=1500mm300mm---Y62446kN-1700mmEffective Depth for Bot,
d'=1383mm---Y72446kN-2300mmEffective Depth for Top,
d''=75mm------II. Pile Punching ShearII. Table 1: Coordinates of
Edges------ Vc = 0.75(1/3 f'c )(bo) (d)=14484kNAxispt .1pt. 2pt.
3pt. 4pt. 5------bo=7132mmX000.854.355.2Rmax Pile @
X=1223kNSafe!Y1.853.355.25.23.35I. Design of Bottom BarsRmax Pile @
Y=1223kN8%Axispt. 6pt. 7pt. 8--Along XAlong YX5.24.350.85Mu =
Pt(dist.)5136.68683.3kNmTherefore Pile Cap is Critical against
Column Punching Shear!Y1.8500IV. Table3&4: Pile Layouts Along X
and Y AxisRu = Mu/(Xf d)0.611.03III. Table 2: Length of Sides =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00160.0027H. PILE
CAPACITYSides1-22-33-44-55-6ALONG XALONG Ymin =
0.00180.00180.0018Ru = Re=1344kNLength1.5m2.0m3.5m2.0m1.5mRow
MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmax = .75(.85f'c1600)/(fy(600+fy))0.02530.0253Load
Factor, =
Pu/P=1.61kNSides6-77-88-9--X131800mmY121800mmused0.00180.0027Rmax
Pile @ X=1223kNLength2.0m3.5m2.0m0.0m-X241200mmY221200mmAs =
bt27003699mmRmax Pile @ Y=1223kNOK!IV. DiagramV. Column
SizeX34600mmY32600mmSpacing of Bar,
S160.0166.5mmXc=1000mmX430mmY420mmSay S150150mmTherefore number of
Piles is adequate!Yc=1000mm-0-Y52-600mmVII. Column Location from
pt. 0,0-0-Y62-1200mmReinforcement is
OK!x'=2.6m-0-Y72-1800mmy'=2.6m-0--0-II. Design of Top
BarsSUMMARYVIII. Center of Cap from pt. 0,0-0--0-Along XAlong
YTherefore Provide 28@150mm Bottom Bars along XX=2.6m-0--0-Mcap =
f'cfybd(1-0.59fy/f'c)13961.313961.34kNmTherefore Provide 28@150mm
Bottom Bars along YY=2.6m14pc(s)3600mm14pc(s)7200mmMreq = Mu -
Mcap-8824.8-5278.1kNmTherefore Provide 28@200mm Top Bars along XRu
= Mu/(Xf d)-1.04-0.62Therefore Provide 28@200mm Top Bars along
YColumn on Center of Pile Cap!Therefore Layout is OK! =
0.85f'c/fy(1-1-2Ru/0.85f'c)-0.0025-0.0015min = 0.00180.00180.0018C.
LOAD CONSIDEREDE. PILE REACTIONS PER COLUMN AND PER
ROWused0.00180.0018I. Service LoadAs = bt27002700Load,
P=10083kNALONG XALONG YSpacing of Bar, S228.1228.1Moment,
Mx=0kNmRow MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSay S200200Moment,
My=0kNmX13669kN0kNY12446kN0kNII. Ultimate
LoadX24892kN0kNY22446kN0kNG. SHEARLoad,
Pu=16250kNX34892kN0kNY32446kN0kNI. Wide Beam ShearMoment,
Mux=0kNmX43669kN0kNY42446kN0kN Vc = 0.75(1/6 f'c )(b)
(d)=5280kNMoment, Muy=0kNm---Y52446kN0kNVu = Pn=0kNSafe!III. Soil
& Footing Weight---Y62446kN0kN0%Soil Weight above,
Ws=0kN---Y72446kN0kNFooting Weight, Wf=871kN------------D.
PILES------I. Pile PropertiesPile Shape=RectanglePile Size,
S=400mmPile Capacity, Pa=834kN
DESIGNED BY:CHECKED BY:DESIGNED BY:CHECKED BY:
DIONISIO F. ALIWALAS JRDENNIS E. TRIASDIONISIO F. ALIWALAS JRDENNIS E. TRIASSTRUCTURAL ENGINEERDESIGN MANAGERSTRUCTURAL ENGINEERDESIGN MANAGER
PC13.1362 (staggered)
PROJECT:DOUBLE DRAGONDESIGNER:DFAPROJECT:DOUBLE DRAGONDESIGNER:DFALOCATION:PASAY CITYDATE:11/17/14LOCATION:PASAY CITYDATE:11/17/14OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:5OWNER:DOUBLE DRAGON PROPERTIES CORPORATIONSHEET NO.:6point 27PC11PC11
A. DESIGN INPUTSII. Pile LayoutF. DESIGNII. Column Punching
ShearCompressive Strength, f'c=34.50MPaTotal Number of
Piles=13pc(s)Max No.Distance of Face of Column @x fr. CG=0.50m Vc =
0.75(1/3 f'c )(bo) (d)=13250kNUnit Weight of
Concrete=23.54kN/mTotal Number of Y-Axis (Column), Nc=9Col4
AxisDistance of Face of Column @y fr. CG=0.50mbo=8332mmUnit Weight
of Soil=17.00kN/mTotal Number of X-Axis (Row), Nr=3Row5
AxisEffective width of Cap for Bending @x=3.70mVu =
Pt=10139kNSafe!Bottom bar=28mmxPile Spacing = 3S=600mm1200Effective
width of Cap for Bending @y=3.70mAverage Pile Reaction=1267kN77%Top
bar=28mmyPile Spacing = 3S=1200mmNumber of Pile
outside=5pc(s)1042Bot, Yield Strength, fy=414MPaCenter of Gravity,
X'=2400mmALONG XALONG Y1 = 0.85 - 0.05(f'c-28)/7=0.804Center of
Gravity, Y'=1200mmRow MarkPtxy-y
Norman Christopher S. Palomo: Note:Distance from face of ColumnRow
MarkPtxx-x
Norman Christopher S. Palomo: Note:Distance from face of Column
III. DiagramX15069kN700mmY11267kN1900mmB. SIZING
UPX26337kN100mmY22535kN1300mmI. Pile
CapX35069kN-500mmY31267kN700mmNo of
Edges/Sides=4Quadrilateral---Y42535kN100mmPile Cap depth, D=2.7mmin
size---Y51267kN-500mmThickness,
T=1200mm300mm---Y62535kN-1100mmEffective Depth for Bot,
d'=1083mm---Y71267kN-1700mmEffective Depth for Top,
d''=75mm---Y82535kN-2300mmII. Pile Punching ShearII. Table 1:
Coordinates of Edges---Y91267kN-2900mm Vc = 0.75(1/3 f'c )(bo)
(d)=9434kNAxispt .1pt. 2pt. 3pt. 4-------bo=5932mmX005.25.26.4Rmax
Pile @ X=1267kNSafe!Y06.46.403I. Design of Bottom BarsRmax Pile @
Y=1267kN13%Axis-----Along XAlong YXMu =
Pt(dist.)6843.54182.1kNmTherefore Pile Cap is Critical against
Column Punching Shear!YIV. Table3&4: Pile Layouts Along X and Y
AxisRu = Mu/(Xf d)1.070.66III. Table 2: Length of Sides =
0.90f'c/fy(1-1-2Ru/0.85f'c)0.00280.0017H. PILE
CAPACITYSides1-22-33-44-5-ALONG XALONG Ymin = 0.00180.00180.0018Ru
= Re=1274kNLength6.4m5.2m6.4m5.2m-Row MarkNo. of Piley
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of PilesCol MarkNo. of Pilex
Norman Christopher S. Palomo: Norman Christopher S. Palomo:Distance
from CG of Pilesmax = .75(.85f'c1600)/(fy(600+fy))0.02530.0253Load
Factor, =
Pu/P=1.53kNSides-----X141200mmY112400mmused0.00280.0018Rmax Pile @
X=1267kNLength-----X25600mmY221800mmAs = bd'30272160mmRmax Pile @
Y=1267kNOK!IV. DiagramV. Column SizeX340mmY311200mmSpacing of Bar,
S160.0285.1mmXc=1000mm-0-Y42600mmSay S150250mmTherefore number of
Piles is adequate!Yc=1000mm-0-Y510mmVII. Column Location from pt.
0,0-0-Y62-600mmReinforcement is
OK!x'=4.2m-0-Y71-1200mmy'=3.95m-0-Y82-1800mmII. Design of Top
BarsSUMMARYVIII. Center of Cap from pt. 0,0-0-Y91-2400mmAlong
XAlong YTherefore Provide 28@150mm Bottom Bars along
XX=4.2m-0--0-Mcap = f'cfybd(1-0.59fy/f'c)8561.38561.30kNmTherefore
Provide 28@250mm Bottom Bars along
YY=3.95m13pc(s)1800mm13pc(s)9641mmMreq = Mu -
Mcap-1717.8-4379.2kNmTherefore Provide 28@250mm Top Bars along XRu
= Mu/(Xf d)-0.27-0.69Therefore Provide 28@250mm Top Bars along
YColumn on Center of Pile Cap!Therefore Layout is OK! =
0.85f'c/fy(1-1-2Ru/0.85f'c)-0.0006-0.0016min = 0.00180.00180.0018C.
LOAD CONSIDEREDE. PILE REACTIONS PER COLUMN AND PER
ROWused0.00180.0018I. Service LoadAs = bt21602160Load,
P=9891kNALONG XALONG YSpacing of Bar, S285.1285.1Moment, Mx=0kNmRow
MarkDue Pu&PeDue Muy
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xCol MarkDue Pu&PeDue Mux
Norman Christopher S. Palomo: Norman Christopher S.
Palomo:Pm=(Mx)x/xSay S250250Moment,
My=0kNmX15069kN0kNY11267kN0kNII. Ultimate
LoadX26337kN0kNY22535kN0kNG. SHEARLoad,
Pu=15106kNX35069kN0kNY31267kN0kNI. Wide Beam ShearMoment,
Mux=0kNm---Y42535kN0kN Vc = 0.75(1/6 f'c )(b) (d)=5089kNMoment,
Muy=0kNm---Y51267kN0kNVu = Pn=3802kNSafe!III. Soil & Footing
Weight---Y62535kN0kN75%Soil Weight above,
Ws=650kN---Y71267kN0kNFooting Weight,
Wf=720kN---Y82535kN0kN---Y91267kN0kND. PILES------I. Pile
PropertiesPile Shape=RectanglePi
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