CADANGAN PEMBANGUNAN PANGSAPURI PERKHIDMATAN DI ATAS
LOT 161544, JALAN BATU NILAM 16, BANDAR BUKIT TINGGI, DAERAH
KLANG, SELANGOR DARUL EHSAN UNTUK TETUAN GEMILANG WARAS
SDN. BHD.
TOWER CRANE FOUNDATION SUPPORT DESIGN
CRANE MODEL : QTZ5522 (2.0m MAST)
MAXIMUM FREE STANDING 41.1m
TC 2 (GRIDLINE 12-13/A-B )
AKUAN:
I hereby certify that these works have
been designed by me in accordance with
sound engineering practice and that i
take full responsibility for the design and
proper performance of the same.
MAIN CONTRACTOR:
ENG HAN ENGINEERING SDN. BHD.
PREPARED BY:
TOWER CRANE INSTALLER:
IR NG KIM AIK
TECHKON MACHINERY
38-1, JALAN 6/38D,
TAMAN SRI SINAR, SEGAMBUT,
51200 KUALA LUMPUR
TEL: 03 6275 6552
FAX: 03-6275 9552
PS/EHE/2015/APR/01/B
26/Jun/2015
REV-02
PROJECT
CADANGAN PEMBANGUNAN PANGSAPURI PERKHIDMATAN DI ATAS LOT 161544, JALAN BATU NILAM 16, BANDAR BUKIT
TINGGI, DAERAH KLANG, SELANGOR DARUL EHSAN UNTUK TETUAN GEMILANG WARAS SDN. BHD.
DESIGN ASSUMPTION
1./
THE TOWER CRANE IS DESIGNED FOR THE MAXIMUM FREE STANDING HEIGHT AS STATED.
2./
FOR HEIGHT EXCEEDING THE FREE STANDING HEIGHT, TIE AT INTERMEDIATE LEVEL
SHALL BE PROVIDED.
3./
THE TOWER CRANE WAS FITTED ON THE NEW FOUNDATION PILECAP.
4./
DESIGN CALCULATIONS ARE BASED ON TORQUE MOMENT AND REACTION FORCES
PROVIDED BY THE CRANE'S MANUFACTURER.
5./
THE TOWER CRANE FOUNDATION SUPPORT BASE SHALL KEPT FREE FROM WATER/
MUD AND BARRICAEDED ALL AROUND FOR SITE SAFETY.
6./
NO EXCAVATION SHALL BE ALLOWED NEAR THE TOWER CRANE FOUNDATION.
7./
THE TOWER CRANE IS CATEGORISED AS TEMPORARY STRUCTURE AND IS THE SOLE
RESPONSIBILITY OF BUIDLING CONTRACTOR ONLY.
8./
CONTRACTOR SHALL REPORT CHANGES ON SETTING OUT AND MATERIALS ON SITE TO
TOWER CRANE DESIGN & SUBMISSION ENGINEER BEFORE COMMENCEMENT OF
WORKS.
9./
TOWER CRANE COMPONENTS AND ITS FIXING PART ARE THE PROPIETARY SYSTEM OF
THE MANUFACTURER AND HENCE NOT COVER UNDER THIS REPORT.
PROJECT
CADANGAN PEMBANGUNAN PANGSAPURI PERKHIDMATAN DI ATAS LOT 161544, JALAN BATU NILAM 16, BANDAR BUKIT
TINGGI, DAERAH KLANG, SELANGOR DARUL EHSAN UNTUK TETUAN GEMILANG WARAS SDN. BHD.
INTRODUCTION
Design check of tower crane support foundation.
CRANE TYPE/ MODEL
MANUFACTURER'S ORIGIN
=
CHINA
CRANE MODEL
=
QTZ5522
MAX. JIB LENGTH (TO MANUFACTURER'S RECOMMENDATION AS FINAL)
=
55 m
MAX. FREE STANDING HEIGHT UNDER HOOK
=
41.1 m
MAST WIDTH, B
=
2.0 m
DESIGN PARAMETER (BASED ON RECOMMENDATION BY CRANE MANUFACTURER)
SELF-WEIGHT OF TOWER CRANE AT BASE LEVEL, MAX
=
=
753 kN
75.3 TONNES
MOMENT OF TOWER CRANE AT BASE LEVEL, Mc MAX.
=
2838 kNm
HORIZONTAL FORCE OF TOWER CRANE AT BASE LEVEL, H MAX
=
129 kN
PROJECT
CADANGAN PEMBANGUNAN PANGSAPURI PERKHIDMATAN DI ATAS LOT 161544, JALAN BATU NILAM 16, BANDAR BUKIT TINGGI,
DAERAH KLANG, SELANGOR DARUL EHSAN UNTUK TETUAN GEMILANG WARAS SDN. BHD.
MANUFACTURER'S PROVIDED MOMENT AND SHEAR FORCES
PROJECT
CADANGAN PEMBANGUNAN PANGSAPURI PERKHIDMATAN DI ATAS LOT 161544, JALAN BATU NILAM 16, BANDAR BUKIT TINGGI,
DAERAH KLANG, SELANGOR DARUL EHSAN UNTUK TETUAN GEMILANG WARAS SDN. BHD.
PILECAP WIDTH (SQUARE)
PILECAP EDGE TO PILES CENTER
PILECAP DEPTH
PILECAP SELFWEIGHT
PILE TO PILE CENTER SPACING
EFFECTIVE SPACING
DIAGONAL PILE LENGTH
DIAGONAL PILE LENGTH/2, y
TOWER CRANE MOMENT, Mc
ADDITIONAL MOMENT
TOWER CRANE WEIGTH, Nc
=
=
=
=
=
=
=
=
=
=
=
1
m
m
m
KN
m
m
m
m
KNm
KNm
KN
PILE =
3
2
P2
P1
4
B
5
6
P3
*ASSUME PILES AT 4 CORNERS
OF THE PILECAP, P1->P4
5.50
0.475
1.80
1307
4.55
4.55
6.435
3.217
2838
232.2
753
P4
7
8
B
VERTICAL FORCES, Pmax/ min. = Nc/n + or - Mc*y/Ixy
Nc + PILECAP
n
Mc+ADD.
y
y1
Ixy
Ixy1
LOADCASE
1
2
3
4
5
6
7
8
=
=
=
=
=
=
=
P1
852
178
992
38
852
178
515
515
Total vertical load
Number of PILE POINT
Total moment
Diagonal distance from centre
90 deg. Distance from centre
Second moment of area, y
Second moment of area, y1
VERTICAL FORCES (KN)
P2
P3
178
852
852
178
515
515
515
515
852
178
178
852
992
38
38
992
PILES CHK.
PRECAST R.C. CONCRETE PILES
ASSUMED PILES WORKING LOAD (PILE TO SET)
EACH CORNER REQUIRED PILES NOS., MINIMUM
P4
178
852
38
992
178
852
515
515
=
=
=
=
=
=
=
CHK
2060
2060
2060
2060
2060
2060
2060
2060
2060
4
3070.2
3.217
2.275
20.7
10.4
KN
KNm
m
m
m4
m4
WORKING LOAD
Max +ve =
992 KN
Max -ve =
38 KN
+VE = COMPRESSION
-VE = UPLIFT/ TENSION
=
=
=
=
500
1200
120
1
mm DIA.
KN/ PILE
TONNES
NOS AT EACH CORNER
500 mm DIA.
PROJECT
CADANGAN PEMBANGUNAN PANGSAPURI PERKHIDMATAN DI ATAS LOT 161544, JALAN BATU NILAM 16, BANDAR
BUKIT TINGGI, DAERAH KLANG, SELANGOR DARUL EHSAN UNTUK TETUAN GEMILANG WARAS SDN. BHD.
PILECAP DESIGN
(BS8110)
475
4550
475
28T25
475
h
4550
y
5500
b
475
x
28T25
av
*SHAPE FOR ILLUSTRATION
5500
1. MAST size :
b=
2000 mm
h=
2000 mm
2. Pile size/diameter, hp =
500 mm
3. Pilecap thickness =
1800 mm
Effective depth of cap,d =
1687.5 mm
4. Spacing factor of pile, x =
9.1
Pile spacing, s
4550.0 mm
5. Pile capacity,
1200.0 KN
6. Max. deviation of pile =
75.0 mm
BENDING REINFORCEMENT (in x and y -Direction)
Concrete grade, fcu =
30 N/mm2
Steel grade, fy =
460 N/mm2
Maximum moment, M =
4860.00 KNm
K=
0.0103
z=d{0.5+[0.25-(K/0.9)]^0.5} =
1603.13 mm
As required = M/(0.87fyz) =
7575.16 mm2
As minimum = 0.13%Ac =
12870.0 mm2
Diameter of rebar used =
25 mm
Min nos. of rebar required =
27
As provided =
< 0.95d
1667.88 mm
0.95d =
1603.13 mm
~ Governed
Nos. of rebar provided =
~ Provide 28T25
13744.47 mm2
% rebar provided =
z original =
Bar spacing =
28
173.2 mm
> Asreq, OK
0.14 %Ac
> 0.13% and < 4.0%, OK
SHEAR CHECKING (in x and y -Direction)
Shear force, V =
3600.0 KN
Actual shear stress, v =
0.388 N/mm2
Critical shear stress, vc based on Table 3.9 of BS8110 : Pt 1
vc =
av =
100As/bd =
0.148
original 400/d =
0.237
400/d =
1.000
0.355 N/mm2
1125.0 mm
Allowable shear stress,vc modified =
av < 2d, OK
1.066 N/mm2
2d =
3375.0 mm
v < vc, OK
PUNCHING SHEAR AROUND PILE
0.8*Fcu^0.5 =
Smallest perimeter, Uo, to be 20% inside the pile
=
1200 mm
Max design shear stress
=
1.78 N/mm2
<
4.38
4.38 N/mm2
OK
BAR ANCHORAGE LENGTH
(BS 8110)
(i) x and y -Direction
a/d =
0.667
Bond factor, BF =
1.333
~ Full truss action
Permissible anchorage bond stress, fba =
0.5(fcu)^0.5 =
3.98 N/mm2
2.739 N/mm2
fba =
3.98 N/mm2
Anchorage bond length required, L = (Dia. of bar* 0.87*BF* Asreq)/(4*fba*Asprov)
L=
785.6 mm
Permissible bearing strength, fr = (2*fcu)/{1 + 2(dia/spacing of bar)}
fr =
46.56 N/mm2
Internal radius of bend, r = {(Pi*dia*0.87*fy*BF*Asreq)/(4*fr*Asprov)}*(length of bar after start of bend/L)
r=
190.36 mm
Effective anchorage bend of hook =
300.0 mm
Start of anchorage to the edge of pilcap =
(Pi*dia*0.87*fy*BF*Asreq)/(4*fr*Asprov) =
12*dia =
300.0 mm
4*r =
761.4 mm
475.0 mm
210.72
centre of pile
475.0 mm
275.97 mm
(start of anchorage)
473
-18.65 mm
r
190.36 mm
25 mm
300.0 mm
209.6
190.36
Cut section details
* ALLOW MIN. 1200mm BEND UP
LENGTH
ATTACHEMENT :
FOUNDATION DRAWING
26/6/2015
0
9
0
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26/6/2015