Pipe Carrying Steel Truss Bridge
SWS CONSULTANCY Construction of New Sewer Lines for Bethel PROJECT: Area & Resizing of the Existing Trunk lines from MW-
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SWS CONSULTANCY Construction of New Sewer Lines for Bethel PROJECT: Area & Resizing of the Existing Trunk lines from MW-KL TITLE:
Steel Truss Bridge Design @ MW79-80
DOCUMENT NO
DATE 11/20/2015
DESIGNED
CHECKED
SHEET
M.D
2D TRUSS MODEL
2m [email protected]=18m 3D RENDERING VIEW TRUSS MODEL
Truss Dimensions Truss span
=
18 m
Truss Width
=
2m
Truss Height
=
2m
Depth of Bottom and Top Main RHS
=
200 mm
Width of Bottom and Top Main RHS
=
100 mm
Depth of Bottom and Top bracing cord RHS
=
100 mm
Width of Bottom and Top bracing cord RHS
=
100 mm
Depth of Diagonal bracing RHS
=
100 mm
Width of Diagonal bracing RHS
=
100 mm
Thickness of all RHS
=
4 mm
Bearing Plate thickness
=
6 mm
Steel Grade to be used Yield strength fy
= =
235 N/mm2
Ultimate Strength fu
=
360 N/mm2
Unit weight of steel
=
Design aids: EBCS 1, 1995 (Basis of design and action of structures) EBCS 3, 1995 (Structural Steel Design) ERA BRIDGE DESIGN MANUAL, 2002 AASHTO BRIDGE DESIGN MANUAL, 2007 4th edition Design software STAAD PRO v8i
Fe360
7850 kg/m3
SWS CONSULTANCY Construction of New Sewer Lines for Bethel PROJECT: Area & Resizing of the Existing Trunk lines from MW-KL TITLE:
Steel Truss Bridge Design @ MW79-80
Spread sheets
DOCUMENT NO
DATE 11/20/2015
DESIGNED M.D
CHECKED
SHEET
SWS CONSULTANCY Construction of New Sewer Lines for Bethel PROJECT: Area & Resizing of the Existing Trunk lines from MW-KL TITLE:
Steel Truss Bridge Design @ MW79-80
DOCUMENT NO
DATE 11/20/2015
DESIGNED
CHECKED
SHEET
M.D
LOAD COMPUTATION 1) DEAD LOADS a). Self weight of steel truss automatically calculated by Staadpro software Total Self weight Dea
=
58 kN
Dead load due to 900mm GRP pipe
=
80 Kg/m
Dead load due to 900mm GRP pipe transferred to pipe support
=
4.8 KN
Dead load due to pipe support
=
0.7 KN
Dead load due to 900mm GRP pipe+pipe support RHS & p
=
5.6 KN
=
3.5 KN/m
Live load on walkway plate
=
2.0 kN/m2
Live load transferred to bottom cord
=
3.0 kN/m
Total wind load = Windward load- Leeward load
=
3.66 kN/m2
wind load transferred to each internal joint
=
1.8 kN
wind load transferred to each internal joint
=
0.9 kN
b). Dead load due to 900mm GRP pipe+pipe support RHS & plate
c). Dead load due to 600mm width walkway 2) LIVE LOADS
3) WIND LOADS The wind loading shall not be taken less than 2.44 kN/m2 in the plane of a leeward chord on truss
4) SEWAGE LOADS transferred to pipe support assume 80% full Unit weight of Swage ϒ
1000 Kg/m3
Diameter of GRP pipe
0.9 m
Sewage loads
=
### kN
=
0.10
5) SEISMIC LOAD Addis ababa is located in Zone 3
take
A
Horizontal EQ force will be 10% of the weight resisted by eah joint and is calculated automatically by STAAD PRO software.
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MWKL
TITLE :
Steel Truss Bridge Design @ MW79-80
Truss Member R1 =
63.092
kN
Axial Tension
=
63.092
kN
Yield stress of steel
=
235
N/mm2
Eff. length of the member lz
=
2.136
m
Eff. length of the member ly
=
2.136
m
Selected Profile
=
100x100x4mm RHS
Cross sectional Area
=
1536
mm2
Second Moment of inertia
=
2363392
mm4
Radius of gyration rz
=
39.23
mm
Radius of gyration ry
=
39.23
mm
Major axis
=
54.45
oK
Minor axis
=
54.45
oK
N/mm2
Axial Compression
Check for slenderness ratio
Compression Capasity compressive yield stress
=
235
Axial compression capacity
=
328.145455 kN
Hence safe in compression Buckling Capacity
ε
=
1
d/tw
=
22
βA
=
1
λ1 =93.9ε
=
93.9
λλ
=
0.5799
appropriate curve
=
curve a
χ
=
0.8974
compressive yield stress
=
235
N/mm2
191.728
kN
Section classification
Buckling Resistance capacity =
Class 1
Hence safe in Buckling Tension Capasity Yield strength
Assumed effective area
Tension capasity
=
fy
=
235
=
0.8 times Gross area
=
1228.8
=
262.516364 kN
N/mm2
mm2
Hence safe in Tension
DOCUMENT NO. DESIGNED CHECKED M.D
DATE 20/11/2015 PAGE
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MWKL
TITLE :
Steel Truss Bridge Design @ MW79-80
DOCUMENT NO. DESIGNED CHECKED M.D
DATE 20/11/2015 PAGE
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MW-KL
TITLE :
Steel Truss Bridge Design @ MW79-80
Truss Member R1 Axial Compression
=
63.275
kN
Axial Tension
=
63.275
kN
Yield stress of steel
=
235
N/mm2
Eff. length of the member lz
=
2.5
m
Eff. length of the member ly
=
2.5
m
Selected Profile
=
100x100x4mm RHS
Cross sectional Area
=
1536
mm2
Second Moment of inertia
=
2363392
mm4
Radius of gyration rz
=
39.23
mm
Radius of gyration ry
=
39.23
mm
Major axis
=
63.73
oK
Minor axis
=
63.73
oK
N/mm2
Check for slenderness ratio
Compression Capasity compressive yield stress
=
235
Axial compression capacity
=
328.14545 kN
Hence safe in compression Buckling Capacity
ε
=
1
=
22
βA
=
1
λ1 =93.9ε
=
93.9
λλ
=
0.6787
appropriate curve
=
curve a
χ
=
0.8575
compressive yield stress
=
235
N/mm2
Buckling Resistance capacity
=
183.193
kN
Section classification d/tw
Class 1
Hence safe in Buckling Tension Capasity Yield strength
Assumed effective area
Tension capasity
=
fy
=
235
=
0.8 times Gross area
=
1228.8
=
262.51636 kN
N/mm2
mm2
DATE 11/20/2015
DESIGNED CHECKED M.D
PAGE
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MW-KL
TITLE :
Steel Truss Bridge Design @ MW79-80 Hence safe in Tension
DATE 11/20/2015
DESIGNED CHECKED M.D
PAGE
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MW-KL
TITLE :
Steel Truss Bridge Design @ MW79-80
Truss Member R1 Axial Compression
=
32.086
kN
Axial Tension
=
32.086
kN
Yield stress of steel
=
235
N/mm2
Eff. length of the member lz
=
2.5
m
Eff. length of the member ly
=
2.5
m
Selected Profile
=
100x100x4mm RHS
Cross sectional Area
=
1536
mm2
Second Moment of inertia
=
2363392
mm4
Radius of gyration rz
=
39.23
mm
Radius of gyration ry
=
39.23
mm
Major axis
=
63.73
oK
Minor axis
=
63.73
oK
N/mm2
Check for slenderness ratio
Compression Capasity compressive yield stress
=
235
Axial compression capacity
=
328.14545 kN
Hence safe in compression Buckling Capacity
ε
=
1
=
22
βA
=
1
λ1 =93.9ε
=
93.9
λλ
=
0.6787
appropriate curve
=
curve a
χ
=
0.8575
compressive yield stress
=
235
N/mm2
Buckling Resistance capacity
=
183.193
kN
Section classification d/tw
Class 1
Hence safe in Buckling Tension Capasity Yield strength
Assumed effective area
Tension capasity
=
fy
=
235
=
0.8 times Gross area
=
1228.8
=
262.51636 kN
N/mm2
mm2
DATE 11/20/2015
DESIGNED CHECKED M.D
PAGE
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MW-KL
TITLE :
Steel Truss Bridge Design @ MW79-80 Hence safe in Tension
DATE 11/20/2015
DESIGNED CHECKED M.D
PAGE
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MW-KL
TITLE :
Steel Truss Bridge Design @ MW79-80
Truss Member R1 Axial Compression
=
2.681
kN
Axial Tension
=
2.681
kN
Yield stress of steel
=
235
N/mm2
Eff. length of the member lz
=
2
m
Eff. length of the member ly
=
2
m
Selected Profile
=
100x100x4mm RHS
Cross sectional Area
=
1536
mm2
Second Moment of inertia
=
2363392
mm4
Radius of gyration rz
=
39.23
mm
Radius of gyration ry
=
39.23
mm
Major axis
=
50.99
Check
Minor axis
=
50.99
Check
N/mm2
Check for slenderness ratio
Compression Capasity compressive yield stress
=
235
Axial compression capacity
=
328.14545 kN
Hence safe in compression Buckling Capacity
ε
=
1
=
22
βA
=
1
λ1 =93.9ε
=
93.9
λλ
=
0.5430
appropriate curve
=
curve a
χ
=
0.9104
compressive yield stress
=
235
N/mm2
Buckling Resistance capacity
=
194.49
kN
Section classification d/tw
Class 1
Hence safe in Buckling Tension Capasity Yield strength
Assumed effective area
Tension capasity
=
fy
=
235
=
0.8 times Gross area
=
1228.8
=
262.51636 kN
N/mm2
mm2
Hence safe in Tension
DATE 11/20/2015
DESIGNED CHECKED M.D
PAGE
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MW-KL
TITLE :
Steel Truss Bridge Design @ MW79-80
Beam Member R2
Axial Compression
=
139.13
kN
Axial Tension
=
139.13
kN
Yield stress of steel
=
235
N/mm2
Eff. length of the member lz
=
1.5
m
Eff. length of the member ly
=
1.5
m
Selected Profile
=
200x100x4mm RHS
Cross sectional Area
=
2336
mm2
Second Moment of inertia Iy
=
4207659
mm4
Second Moment of inertia Iz
=
12402859 mm4
Radius of gyration rz
=
72.87
mm
Radius of gyration ry
=
42.44
mm
Major axis
=
20.59
oK
Minor axis
=
35.34
oK
N/mm2
Check for slenderness ratio
Compression Capasity compressive yield stress
=
235
Axial compression capacity
=
499.05455 kN
Hence safe in compression Buckling Capacity
ε
=
1
d/tw
=
47
βA
=
1
λ1 =93.9ε
=
93.9
λλ
=
0.3764
appropriate curve
=
curve a
χ
=
0.9589
compressive yield stress
=
235
N/mm2
Buckling Resistance capacity
=
204.855
kN
Section classification Class 1
Hence safe in Buckling Tension Capasity Yield strength
Assumed effective area
=
fy
=
235
=
0.8 times Gross area
N/mm2
DATE 11/20/2015
DESIGNED CHECKED M.D
PAGE
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MW-KL
TITLE :
Steel Truss Bridge Design @ MW79-80
Tension capasity
=
1868.8
mm2
=
399.24364 kN
Hence safe in Tension
DATE 11/20/2015
DESIGNED CHECKED M.D
PAGE
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MW-KL
TITLE :
Steel Truss Bridge Design @ MW79-80
Beam Member R2 Axial Compression
=
150.639
kN
Axial Tension
=
150.639
kN
Yield stress of steel
=
235
N/mm2
Eff. length of the member lz
=
1.5
m
Eff. length of the member ly
=
1.5
m
Selected Profile
=
200x100x4mm RHS
Cross sectional Area
=
2336
mm2
Second Moment of inertia Iy
=
4207659
mm4
Second Moment of inertia Iz
=
12402859 mm4
Radius of gyration rz
=
72.87
mm
Radius of gyration ry
=
42.44
mm
Major axis
=
20.59
oK
Minor axis
=
35.34
oK
N/mm2
Check for slenderness ratio
Compression Capasity compressive yield stress
=
235
Axial compression capacity
=
499.05455 kN
Hence safe in compression Buckling Capacity
ε
=
1
d/tw
=
47
βA
=
1
λ1 =93.9ε
=
93.9
λλ
=
0.3764
appropriate curve
=
curve a
χ
=
0.9589
compressive yield stress
=
235
N/mm2
Buckling Resistance capacity
=
204.855
kN
Section classification Class 1
Hence safe in Buckling Tension Capasity Yield strength
Assumed effective area
=
fy
=
235
=
0.8 times Gross area
=
1868.8
N/mm2
mm2
DATE 11/20/2015
DESIGNED CHECKED M.D
PAGE
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MW-KL
TITLE :
Steel Truss Bridge Design @ MW79-80
Tension capasity
=
399.24364 kN
Hence safe in Tension
DATE 11/20/2015
DESIGNED CHECKED M.D
PAGE
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MW-KL
TITLE :
Steel Truss Bridge Design @ MW79-80
DATE 11/20/2015
DESIGNED CHECKED M.D
Beam Pipe Support Member R2 Bending Moment Mz
=
13.598
kN
Shear Force Vy
=
15.396
kN
Yield stress of steel
=
235
N/mm2
Eff. length of the member lz
=
2
m
Eff. length of the member ly
=
2
m
Selected Profile
=
2(100x100x4)mm RHS
Cross sectional Area
=
1536
mm2
Second Moment of inertia Iz
=
2363392
mm4
Second Moment of inertia Iy
=
2363392
mm4
Plastic Section Modulus Wz
=
55328
mm3
Plastic Section Modulus Wy
=
55328
mm3
Radius of gyration rz
=
39.23
mm
Radius of gyration ry
=
39.23
mm
Major axis
=
50.99
oK
Minor axis
=
50.99
oK
Check for slenderness ratio
Moment Resistance Capacity
ε
=
1
d/tw
=
22
βA
=
1
Mc,RD = Wplyfy/γmo
=
23.64
KNm
=
800.0000
mm2
Section classification Class 1
oK! safe for bending
Shear Resistance Capacity Shear Area Av
=
98.7
KN
oK! safe for Shear
Check for deflection Deflection
=
2.458
mm
Allowable deflection
=
5.71
mm
oK! safe for Deflection
PAGE
SWS CONSULTANCY PROJECT:
Construction of New Sewer Lines for Bethel Area & Resizing of the Existing Trunk lines from MW-KL
TITLE :
Steel Truss Bridge Design @ MW79-80
DATE
PAGE
11/20/2015
DESIGNED CHECKED M.D
Beam Member R1 =
37.729
kN
=
5.697
kN
Shear Force Vy
=
5.19
kN
Yield stress of steel
=
235
N/mm2
Eff. length of the member lz
=
2
m
Eff. length of the member ly
m
Axial Force Bending Moment Mz
=
2
Selected Profile
=
(100x100x4)mm RHS
Cross sectional Area
=
1536
mm2
Second Moment of inertia Iz
=
2363392
mm4
Second Moment of inertia Iy
=
2363392
mm4
Plastic Section Modulus Wz
=
55328
mm3
Plastic Section Modulus Wy
=
55328
mm3
Elastic Section Modulus Wz
=
36885.3333 mm3
Elastic Section Modulus Wy
=
36885.3333 mm3
Radius of gyration rz
=
39.23
mm
Radius of gyration ry
=
39.23
mm
=
50.99
oK
=
50.99
oK
Check for slenderness ratio Major axis Minor axis Moment Resistance Capacity
ε
=
1
α
=
0.728
α >0.5
d/tw
=
22
Class 1
Section classification
Members with class 1 shall satisfy
λ1 =93.9ε
=
93.9
λλ
=
0.5430
appropriate curve
=
curve a
χ
=
0.9104
βMz
=
1.40
μz
=
-0.1516
kz
=
1.017 =
0.56
2. #REF!
case (b) #REF! #REF!
ML(kN/m)=
#REF!
#REF!
#REF!
#REF!
eT=MT/Ptot=
#REF!
#REF!
#REF!
#REF!
eL=M/A)* /Ptot= L max (kN/m2) =(P tot
#REF!
#REF!
#REF!
#REF!
(1+6*eT/L+6*eL/W)=
#REF!
#REF!
#REF!
#REF! < all
C) Stability against SLIDING:
CDSCo-CWCE
#REF!
RC PIER
STABILITY-20 of 50
FTDRIV=FTWA=
#REF!
FLDRIV=FLBR=
#REF!
FDRIV=(FTDRIV2+FLDRIV2)=
#REF!
FRESIST=Vtan=V*0.7=
#REF!
S.F.=FREST./FDRIV.=
#REF!
#REF!
1.5
#REF!
3.2. CHECK FOR STRENGTH III =DL+WS+WA
a) Dead Load DL PDL=
#REF! kN
MTDL=
0 kN/m
MLDL=
#REF! kN/m
c) Wind Load on Structures W superstructure FTW = kN #REF! FLW= substructure FTW = FLW=
MTW =
#REF! kN/m
#REF!
kN
MLW=
#REF! "
#REF!
kN
MTW =
#REF! kN/m
#REF!
kN
MLW=
#REF! "
#REF! kN #REF! kN
MTW =
#REF! kN/m
MLW=
#REF! "
Total FTW = FLW=
A) Stability against OVERTURNING: MREST.=
#REF! kNm/m MDRIV.= MLL+MWS+MWA= S.F.= #REF!
#REF! kNm/m > 2. #REF!
B) Stability against BEARING PRESSURE:
Ptot=PDL=
#REF!
MT=MTDL+MTWS+MTWA=
#REF!
ML=MLDL+MLWS+MLWA=
#REF!
eT=MT/Ptot=
#REF!
#REF!
eL=ML/Ptot=
#REF!
#REF!
max=
#REF! all
#REF!
C) Stability against SLIDING: FTDRIV=FTWS+FTWA=
#REF!
FLDRIV=FLWS=
#REF!
FDRIV=(FTDRIV2+FLDRIV2)=
#REF!
FRESIST=Vtan=V*0.7=
#REF!
S.F.=FREST./FDRIV.=
#REF!
#REF!
3.3. CHECK FOR STRENGTH V =DL+(LL+I)+BR+WS+WL+WA
Case-I: One Design lane loaded a) Dead Load DL PDL=
CDSCo-CWCE
#REF! kN
MTDL=
0 kN/m
MLDL=
#REF! kN/m
1.5
#REF!
RC PIER
STABILITY-21 of 50
b) Live Load LL PLLI #REF! #REF! #REF! #REF!
Case I: Case II:
MTLL #REF! #REF! #REF! #REF!
c) Wind Load on Structures WS superstructure FTW = kN #REF! FLW= substructure FTW = FLW=
MLLL #REF! #REF! #REF! #REF!
MTW =
#REF! kN/m
#REF!
kN
MLW=
#REF! "
#REF!
kN
MTW =
#REF! kN/m
#REF!
kN
MLW=
#REF! "
#REF! kN #REF! kN
MTW =
#REF! kN/m
MLW=
#REF! "
Total FTW = FLW=
d) Wind Load on Live Load, WL FTWL=
#REF! kN #REF! kN
FLWL=
MTWL=
#REF! kN/m
MLWL=
#REF! "
kN
MTF=
#REF! kNm/m
kN
MTF=
#REF! kNm/m
e)Breaking/Longitudinal Force,BR FTF=
#REF!
f)Stream current Force,WA FTF=
#REF!
A) Stability against OVERTURNING: MREST.=
#REF! kNm/m MDRIV.= MLL+MWS+MWA= S.F.=
#REF!
#REF! kNm/m > 2. #REF!
B) Stability against BEARING PRESSURE: (b)case I:
(b)case II:
Ptot=PDL+PLLI=
#REF!
#REF!
MT=MTDL+MTLL+MTBR+MTWL+MTWS+MTWA=
#REF!
#REF!
ML=MLDL+MLLL+MLBR+MLWL+MLWS+MLWA=
#REF!
#REF!
eT=MT/Ptot=
#REF!
#REF!
#REF!
eL=ML/Ptot=
#REF!
#REF!
#REF!
max=
#REF!
#REF!
### all
#REF!
C) Stability against SLIDING: FTDRIV=FTBR+FTWL+FTWS+FTWA=
#REF!
FLDRIV=FLWS+FLWL=
#REF!
FDRIV=(FTDRIV2+FLDRIV2)=
#REF!
FRESIST=Vtan=V*0.7=
#REF!
S.F.=FREST./FDRIV.=
#REF!
#REF!
1.5
#REF!
Case-II: Two or more design lanes are loaded A) Stability against OVERTURNING: MREST.=
#REF! MDRIV.= MBR+MWA= S.F.= #REF!
C) Stability against SLIDING:
CDSCo-CWCE
kNm/m #REF! > 2.0
kNm/m #REF!
RC PIER
STABILITY-22 of 50
FTDRIV=FTBR+FTWL+FTWS+FTWA=
#REF!
FLDRIV=FLWS+FLWL=
#REF!
FDRIV=(FTDRIV2+FLDRIV2)=
#REF!
FRESIST=Vtan=V*0.7=
#REF!
S.F.=FREST./FDRIV.=
#REF!
#REF!
1.5
#REF!
3.4. CHECK FOR EXTREME EVENTI =DL+(LL+I)+WA+EQ
Case-I: One Design lane loaded a) Dead Load DL PDL=
#REF! kN
MTDL=
0 kN/m
MLDL=
#REF! kN/m
b) Live Load LL Case I: Case II:
PLLI
MTLL
MLLL
#REF! #REF! #REF! #REF!
#REF! #REF! #REF! #REF!
#REF! #REF! #REF! #REF!
c)Stream current Force,WA FTF=
#REF!
kN
MTF=
#REF! kNm/m
d)Seismic Force Effects,EQ At bracing level =
FTF=
0.00
kN
MTF=
#REF! kNm/m
At pier cap level =
FTF=
24.00
kN
MTF=
#REF! kNm/m
At bracing level =
FLF=
0.00
kN
MLF=
#REF! kNm/m
At pier cap level =
FLF=
24.00
kN
MLF=
#REF! kNm/m
A) Stability against OVERTURNING: MREST.=
#REF! kNm/m MDRIV.= MLL+MEQ+MWA= S.F.=
#REF!
#REF! kNm/m > 2. #REF!
B) Stability against BEARING PRESSURE: (b)case I:
(b)case II:
Ptot=PDL+PLLI=
#REF!
#REF!
MT=MTDL+MTLL+MTEQ+MTWA=
#REF!
#REF!
ML=MLDL+MLLL+MLEQ+MLWA=
#REF!
#REF!
eT=MT/Ptot=
#REF!
#REF!
#REF!
eL=ML/Ptot=
#REF!
#REF!
#REF!
max=
#REF!
#REF!
### all
#REF!
C) Stability against SLIDING: FTDRIV=FTEQ+FTWA=
#REF!
FLDRIV=FLEQ+FLWA=
24.00
FDRIV=(FTDRIV2+FLDRIV2)=
#REF!
FRESIST=Vtan=V*0.7=
#REF!
S.F.=FREST./FDRIV.=
#REF!
#REF!
1.5
#REF!
Case-II: Two or more design lanes are loaded A) Stability against OVERTURNING: MREST.=
#REF! MDRIV.= MLL+MEQ+MWA= S.F.=
C) Stability against SLIDING:
CDSCo-CWCE
#REF!
kNm/m #REF! > 2.0
kNm/m #REF!
RC PIER
STABILITY-23 of 50
FTDRIV=FTEQ+FTWA=
#REF!
FLDRIV=FLEQ+FLWA=
24.00
FDRIV=(FTDRIV2+FLDRIV2)=
#REF!
FRESIST=Vtan=V*0.7=
#REF!
S.F.=FREST./FDRIV.=
#REF!
CDSCo-CWCE
#REF!
1.5
#REF!
RC PIER
PIER CAP DESIGN-24 of 50
1) DESIGN DATA 1.1.MATERIAL PROPERTIES: Concrete :- Grade C-30 concrete ( section 9.3) fc'= = 20 MPa fc=0.4*fc' = 8.0 MPa Ec=4800sqrt(fc') 21,466 MPa Reinforcement steel: Grade 420 steel: For rebars diam. 20mm and above fy = 300 MPa fs = 140 MPa Es = 200,000 MPa Grade 300 steel: For rebars less than diam. 20 fy = 300 MPa fs = 140 MPa Es = 200,000 MPa Modular rat
Ec / Es
=
9.32
( fc' cylinder )
Use n = 9
2) DESIGN FOR FLEXURE Design Loads: (from STAAD) Mu(max-ve)= Mu(max+ve)=
64.00 kNm 76.00 kNm
Pier Cap Section: b= h=
1000 600
h
b
The cracking moment given by : Ig =bh3/12 = yt=
Mcr =frIg/yt =
18,000,000,000.00 mm4
169.05 KNm/m 300 mm fr = 0.63*sqrt(fc') = 2.8174456516 MPa The amount of reinforcement shall be adequate to develop a factored flexural resistance at least equal to the lesser of : - 1.2 times the cracking strength determined on the basis of elastic stress distribution and the modulus of rupture, fr, of the concrete. Besides the area of reinforcement shall not be less than the minimum shrinkage and temprature reinforcement. Reinforcement Mu =
202.86 KNm/m
Design moment, Mu = 202.86 KNm/m As = Mu / ( Ø fy (d - a/2 ) ) where a = As*fy / ( 0.85 * fc' b ) Assume a = 45 mm As = Mu / ( Ø fy ( 1,424 mm2 a = As*fy / ( 0.8 25 mm
Use max =
Required As = 7
0.75*b
= 0.75*0.85*1*(fc'/fy)*600/(600+fy) =
provided = As/bd
CDSCo-CWCE
1424 mm2/m 20 c/c
=
0.0241 0.0026