The bridge deck is designed as composite concrete construction, where pre-cast concrete units used as permanent form works are combined with added in-situ concrete to resist flexure.
The pre-cast unit is 75mm thick, and the in-situ concrete is 175mm thick, giving the deck a combined thickness of 250mm.
2.1 THE PRECAST CONCRETE UNITS
The pre-cast concrete slab unit is cast in strips measuring 1.0m wide, and spanning from one beam girder to the other.
They are designed to withstand their own weight, the dead load of the in-situ concrete part of the slab being supported by the pre-cast unit during construction, and a conservative imposed loading during construction works.
Two types of pre-cast slab are available, TYPE A & TYPE B.
2.1.1 LOADING
Precast Slab thickness = 75 mm
In-situ concrete thickness = 175 mm
1. Dead Load, Gk
a. Self Weight of Pre-cast unit = 1.80 KN/m2
b. Weight of In-situ Concrete = 4.20 KN/m2
S
= 6.00 KN/m22. Imposed Loading, Qk
A nominal imposed loading is considered, purely for the movement of men and materials during the laying of reinforcement and casting of the insitu concrete
Use an Imposed load, Qk = 2.00 KN/m2
3. Design Loading, w
Design udl = 1.6Qk +1.4Gk = 11.60 KN/m2
2.1.2 THE PRECAST CONCRETE SLAB TYPE A
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2.0 BRIDGE DECK
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Page No.
They are designed as simply supported, to span between girders.
Therefore Span Length = 2.40 Lm
Maximum Shear Force, V1 = 13.92 KN
Design Moment = 8.352 KNm
DESIGN FOR BENDING
Design as a rectangular - beam
Design Moment = KNm
Span Length = mm
Depth of slab/deck = mm
a. CALCULATION OF EFFECTIVE DEPTH, d
beam depth, h = 75 mm
width of beam web, bw = 1000 mm mm
cover to reinforcement, d' = 25.0 mm 75
\
reinforcement size, f = 20.0 mm stirrup diameter, t = 6.0 mm 1000 mm
effective depth, d = h - (d' + f/2 + t) = mm effective width, b = bw mmb. LEVER ARM CALCULATIONS, Z
clause 3.4.4.4 assume moment redistribution < 10%. This implies that k' = 0.156
BS8110:PART1: i. k = M/bd²fcu fcu = 40 N/mm²
1997 therefore, k = 0.181
since k' = 0.156
it implies that compression steel required.
use z = d c. TENSILE REINFORCEMENT fy = 410N/mm² As ' = (k-k')fcu bd²/(0.87fy.(d-d')) = mm² Apply T 10 @ 200 mm centres (As prov. = mm²) As = {k'fcubd²/(0.87fy.Z)} + As' = mm² Apply T 20 @ 200 mm centres (As prov. = mm²)
DESIGN FOR SHEAR
393 1,000 0.775 1,122 1,571 355 8.352 2,400 75 34
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Page No.
i. Design shear Force
Design Shear Force ,V = KN
ii. Design Shear Stress, v = V/bd = N/mm²
fcu = 40 N/mm²
Checks: 0.8(fcu) = 5.060 N/mm² design okay with respect to shear
iii. Obtaining the design concrete shear stress, vc
a. Compute 100As/(bvd) (should be 3.00) = 4.620
b. compute 400/d (should not be < 1.00) = Use 400/d = c. By interpolation, obtain the design concrete shear stress, vc
= 0.79(100As/(bvd))1/3(400/d)0.25/1.25 = 1.949 N/mm² iv. Obtain the form and area of shear reinforcement
a. if v < 0.5vc provide nominal links
b. if 0.5vc +v < (vc + 0.4) then Asv/Sv = 0.4*bv/(0.87fyv) c. if (vc +0.4) < v < 0.8(fcu) then Asv/Sv = bv(v - vc)/(0.87fyv)
for this design v = N/mm²
vc = N/mm² vc + 0.4 = N/mm²
i.e. 0.5vc +v < (vc + 0.4)
Asv/Sv = 0.4*bv/(0.87fyv) fyv = 410 N/mm²and Asv/Sv reqd = 1.121
Apply a 4Leg stirrup
T 10 @ 250mm centres and Asv/Sv provided = 1.257
2.1.2 THE PRECAST CONCRETE SLAB TYPE B
They are designed to be simply supported, to span at the girders and to also have an overhang of 700mm.
Therefore Span Length = 2.40 Lm
Cantilever Span = 0.70 m
Maximum Shear Force, V1 = 22.04 KN
Design Span Moment = 8.352 KNm
Design Cantilever Moment = 2.842 KNm
DESIGN FOR BENDING (MAIN SPAN)
Design as a rectangular - beam
Design Moment = KNm Span Length = mm 2.349 11.76 2,400 13.920 11.765 8.352 0.409 0.409 1.949
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2.0 BRIDGE DECK
Page No. Depth of slab/deck = mma. CALCULATION OF EFFECTIVE DEPTH, d
beam depth, h = 75 mm
width of beam web, bw = 1000 mm mm
cover to reinforcement, d' = 25.0 mm 75
\
reinforcement size, f = 20.0 mm stirrup diameter, t = 6.0 mm 1000 mm
effective depth, d = h - (d' + f/2 + t) = mm effective width, b = bw mmb. LEVER ARM CALCULATIONS, Z
clause 3.4.4.4 assume moment redistribution < 10%. This implies that k' = 0.156
BS8110:PART1: i. k = M/bd²fcu fcu = 40 N/mm²
1997 therefore, k = 0.181
since k' = 0.156
it implies that compression steel required.
use z = d
c. TENSILE REINFORCEMENT
fy = 410N/mm²
As ' = (k-k')fcu bd²/(0.87fy.(d-d')) = mm²
Apply T 10 @ 200 mm centres TOP
(As prov. = mm²)
As = {k'fcubd²/(0.87fy.Z)} + As' = mm²
Apply T 20 @ 200 mm centres BOTTOM
(As prov. = mm²)
DESIGN FOR SHEAR (TYPE B SLAB)
i. Design shear Force
Design Shear Force ,V = KN
ii. Design Shear Stress, v = V/bd = N/mm²
fcu = 40 N/mm²
Checks: 0.8(fcu) = 5.060 N/mm² design okay with respect to shear
22.040 0.648 1,122 1,571 75 34 1,000 0.775 355 393
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2.0 BRIDGE DECK
Page No.
iii. Obtaining the design concrete shear stress, vc
a. Compute 100As/(bvd) (should be 3.00) = 4.620
b. compute 400/d (should not be < 1.00) = Use 400/d = c. By interpolation, obtain the design concrete shear stress, vc
= 0.79(100As/(bvd))1/3(400/d)0.25/1.25
= 1.949 N/mm²
iv. Obtain the form and area of shear reinforcement
a. if v < 0.5vc provide nominal links
b. if 0.5vc +v < (vc + 0.4) then Asv/Sv = 0.4*bv/(0.87fyv) c. if (vc +0.4) < v < 0.8(fcu) then Asv/Sv = bv(v - vc)/(0.87fyv)
for this design v = N/mm²
vc = N/mm² vc + 0.4 = N/mm²
i.e. 0.5vc +v < (vc + 0.4)
Asv/Sv = 0.4*bv/(0.87fyv) fyv = 410 N/mm²and Asv/Sv reqd = 1.121
Apply a 4Leg stirrup
T 10 @ 250mm centres and Asv/Sv provided = 1.257
DESIGN FOR BENDING (CANTILEVERED PORTION)
Design as a rectangular - beam
Design Moment = KNm
Span Length = mm
Depth of slab/deck = mm
a. CALCULATION OF EFFECTIVE DEPTH, d
beam depth, h = 75 mm
width of beam web, bw = 1000 mm mm
cover to reinforcement, d' = 25.0 mm 75
\
reinforcement size, f = 20.0 mm stirrup diameter, t = 6.0 mm 1000 mm
effective depth, d = h - (d' + f/2 + t) = mm effective width, b = bw 34 2.842 700 75 11.76 2.349 11.765 0.648 1.949Job No.
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2.0 BRIDGE DECK
Page No. mmb. LEVER ARM CALCULATIONS, Z
clause 3.4.4.4 assume moment redistribution < 10%. This implies that k' = 0.156
BS8110:PART1: i. k = M/bd²fcu fcu = 40 N/mm²
1997 therefore, k = 0.061
since k' = 0.156
it implies that compression steel not required.
ii. z = d(0.5 + (0.25 - k/0.9)0.5) = d
use z = d
c. TENSILE REINFORCEMENT
fy = 410N/mm²
As = M/(0.87fy.Z) = mm²
Apply T 12 @ 250 mm centres TOP
(As prov. = mm²)
2.2.1 DECK GEOMETRY
2.2.1 MEMBER SIZING
The pier are braced and restrained at both ends
a. width of deck = carriageway width + walkway width
Effective Width , Le = + = 11.00m
b. Total Depth of deck-slab = 250 mm
c. Depth of in-situ component of slab-deck = 175 mm
d. Depth of pre-cast concrete section = 75 mm
2.2.2 STRUCTURAL SYSTEM OF DECK
fig. 20.1;L.S. Blake (ed), Cross - section of bridge structure is a multiple web system.
Civ. Engr's Ref This system consists of a concrete deck/slab supported on, and integral 253
2.2 DESIGN OF IN-SITU CONCRETE
COMPONENT OF SLAB DECK
452 1,000
0.926
0.926
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Page No.
Book (4th ed) with longitudinal concrete beams (girders).
2.2.3 SPACING OF GIRDERS
Section 17.20, "Girder spacing ranges from 7 to 9 feet. A deck slab overhang of about 2ft F.S.Merritt (ed) 6ins is economical".
Std H/bk for The girders which are designed as rectangular sections (inorder to ease Civ. Engrs. pre cast construction) have equal centre - centre of girder spacing as 2.40m,
and the edge - edge of girder as 2.20m, while the deck overhang is 700mm.
Fig 1: Sketch of the deck x-section
700 2 400 2 400 2 400 2 400 700
2.2.4 LOAD ANALYSIS
2.2.4.1 Dead loads, G
k(udl)
i. Self weight of slab: 24kN/m3 * 0.175m = 4.20 kN/m2
ii. Weight of asphalt overlay: = 1.15 kN/m2
TOTAL Gk = 5.35 kN/m2
Clause 5.4
BS 5400:Part II: Design dead load = 6.153 kN/m2
2.2.4.2 Point Loads (dead) on cantilevered section: P
ci. weight of walk ways/kerbs:
0.35m*0.70m*24KN/m3*1.15 = 6.76 KN
ii. Weight of concrete handrails
0.15m*1.50m*24KN/m*1.15 = 6.21 KN TOTAL Pc = 12.97 KN KN 6.15 KN/m2 KN 700 2 400 2 400 2 400 2 400 700 1978 12.97 12.97
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2.0 BRIDGE DECK
Page No.
Fig 2: Slab/Deck dead loads
2.2.4.3 Dead Load Moments
Table 33; i. Negative Cantilever MomentsReynolds & Ste- (12.97KN * 0.70m) + (6.15KN/m2 *0.72*0.5) = 10.59 KNm ed man : R.C
Designer's H/bk
2.2.4.4 HA Live Loads
Clause 3.2.9.3 i.
udl per notional lane
= 30.00 KN/mBS 5400:Part II: width of carriageway = 8.00 m
number of notional lanes = 3
width of notional lanes = 8.00m/3 = 2.667 m
Table 1 ultimate udl due to HA - live loads
BS 5400:Part II: = 30/2.67 = 11.3 KN/m2 * 1.5 = 16.88 KN/m2
ii.
Knife Edge Loads (KEL)
= 120KN per notional laneie KEL = 120/2.67 = 45 KN/m * 1.5
= 67.5 KN/m
To achieve the maximum effect,place KEL at * Free end of cantilevers, &
* mid - span of interior spans
67.5 KN/m 67.5 KN/m 67.5 KN/m 16.9 KN/m2
700 700
84.7 KN 107.76KN72.9 72.9 107.76KN72.9 84.7 KN
2.2.5 DESIGN MOMENTS & SHEAR
The bridge deck and girders are required to support both static and moving loads. Each element of the bridge must therefore, be designed for the most severe conditions that can possibly be developed by a member.
2400
Fig 3: Sketch of HA - Live Loads 1978
2400 2400 2400
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Page No.
Live loads must be place where they will produce the most severe condition of loading. The critical positions for placing live loads will not be the same for every member. Influence lines are therefore used in determining the most severe condition for loading. Influence lines are primarily used to determine where to place live loads to cause the maximum effects.
An influence line for a particular response such as reactions, shear force, bending moment axial force is defined as a diagram in which the ordinate at any point equals the value of that response attributable to a unit load acting at that point on the structure.
Influence lines provide a systematic procedure for determining how the force ( or moment or shear force) in a given part of a structure varies as the applied load moves about the structure.
2.2.5.1 Influence Lines for udl
This is used for plotting the influence lines for uniformly distributed loads such as those due to dead loads, and for the udl portion of HA - live loads.
Influence lines for the bending moments at Support B (penultimate support) will be first to be plotted.
2.2.5.1.1 Geometric Properties
i. Stiffness Coefficients.
Assume a parabolic profile for the deck.
Chapter 5.7, rA = rE = 0
Design of r.c.bdg;
Aswani, et al. rB = rD = 1.3
rC = 1.5
Fig. 5.25 with the above r values, the stiffness coefficients obtained from standard
r
Bh
cr
Ch
cr
Ch
ch
cA
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Page No.
Design of r.c.bdg; charts for concrete bridges are:
Aswani, et al. kBA = = KDE
kBC = = KDC
ii. Carry - over factors
Fig. 5.24 Using the same r values, the carry-over factors are obtained by interpolation as Design of r.c.bdg; shown below:
Aswani, et al. CAB = CBC = CCD =
CBA = CCB = CDC =
CDE = CED =
However, since the end spans are discontinuous, the stiffness values are modified inorder to make the applicable to the members.
The stiffness coefficient at the discontinuous end of the beam AB,which is discontinuous at end A is
k = (1 - CABCBA)KBA
CAB &CBA arecarryover factors of ends A & B of member AB, while KBA is the
k'BA = [ 1 - (-0.905 * - 0.415)] * 10.50 = 6.56 = k'DE
iii. Distribution factors
We now compute the distribution factors using the stiffness coefficient:
DBA = kBA = 6.56 / {6.56 + 16.00} = = DDE SkB DBC = 1 - DBA = = DDC DCB = KcB = 16.00 / {16.00 + 16.00} = = DDE Skc DCD = 1 - DCB = = DDC
2.2.5.1.2 Final Support Moments due to udl.
10.50 16.00 -0.415 -0.905 -0.071 -0.415 -0.710 -0.076 -0.905 -0.760 0.5 0.709 0.500 0.291
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2.0 BRIDGE DECK
Page No. i.Notations
MAB, MBA, MBC, ... = Final moments at the support MAB, MBA, MBC, ... = Fixed end moments
CAB, CBA, CBC, ... = Carry - over factors DAB, DBA, DBC, ... = Distribution factors M1 = MBA - CABMBA M2 = MBC - CCBMCB M3 = MCD - CDCMDC M4 = MDE - CEDMED V = CBCDBCDCD = -0.760 * 0.709 * 0.500 = U = CBCCCBDBCDCB = -0.760 * -0.710 * 0.709 * 0.500 = W = CCBDCBDBA = -0.710 * 0.500 * 0.291 =
ii.
Numerical values of fixed end moments
Fig. 5.35 a. Load in span AB
Design of r.c.bdg; MAB = -0.060L² Aswani, et al. MBA = -0.138L² b. Load in span BC MBC = -0.101L² MCB = -0.111L² c. Load in span CD MCD = -0.111L² MDC = -0.101L² d. Load in span DE MCD = -0.138L² MDC = -0.060L²
iii.
Final support moments
-0.269 0.191 -0.103
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Page No.
a. First span loaded (Span AB)
(1 - DBA) - (2 - DBA)U 1 - 2U (1 - 0.291) - (2 -0.291)0.191 [1 - (2 * 0.191) ] But M1 = MBA - CABMAB
MB = 0.619 [-0.138 - (-0.905 * -0.060)]L² = -0.119L²b. Second span loaded (Span BC)
DBA(1 -U)MBC - WMCB
1 - 2U
0.291(1 - 0.191)MBC - - 0.103MCB
[1 - (2 * 0.191) ] = 0.381MBC + 0.167MCB
Inserting the values for MBC & MCB,
MB = (0.381 * -0.101)L² + (0.167 * -0.111)L² = -0.057L²c. Third span loaded (Span CD)
- UDDEMDC + WMCD (-0.191 * 0.291)MDC + (-0.103)MCD
1 - 2U [1 - (2 * 0.191) ] = -0.090MDC - 0.167MCD
Inserting the values for MDC & MCD,
MB = (0.090 * -0.101)L² + (0.167 * -0.111)L² = -0.028L²d. Fourth span loaded (Span DE)
UDDE 0.191 * 0.291 1 - U [1 - (2 * 0.191) ] = 0.090M4 MB = M1 MB MB M1 = 0.619M1 = = = = = MB = M4 = M4
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2.0 BRIDGE DECK
Page No. But M4 = MDE - CEDMDC
MB = 0.090 [-0.138 - (-0.905 * -0.060)]L² = -0.017L²d. Value of MB when all spans are loaded
= ( -0.119 - 0.057 - 0.028 - 0.017)L² = -0.114L² But L = 2.40m
MB = -0.114 * 2.40² = -0.657KNme
Bending Moment at various sections due to the application of unit load.
after calculating the bending moment at support B, the bending moment at various sections is now computed due to the application of unit load. This is as tabulate below:
Calculations BM ordinates (KNm) {(9/25) * (2.40²/8)} - 0.0657 {(16/25) * (2.40²/8)} - 0.1314 {(21/25) * (2.40²/8)} - 0.1971 0.0 0.2 0.329 0.3 0.408 0.1 0.000 Section 0.194
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Page No. {(24/25) * (2.40²/8)} - 0.2628 {(25/25) * (2.40²/8)} - 0.3285 {(24/25) * (2.40²/8)} - 0.3942 {(21/25) * (2.40²/8)} - 0.4599 {(16/25) * (2.40²/8)} - 0.5256 {(9/25) * (2.40²/8)} - 0.5913 MB = -0.657 {(9/25) * (2.40²/8)} - 0.6570 {(16/25) * (2.40²/8)} - 0.6570 {(21/25) * (2.40²/8)} - 0.6570 {(24/25) * (2.40²/8)} - 0.6570 {(25/25) * (2.40²/8)} - 0.6570 {(24/25) * (2.40²/8)} - 0.6570 {(21/25) * (2.40²/8)} - 0.6570 {(16/25) * (2.40²/8)} - 0.6570 {(9/25) * (2.40²/8)} - 0.65702.5.2 HA - live loads udl moments.
from sections 2.2.4 of this report,
the ultimate udl due to HA loading = KN/m2
Using this influence ordinate table above, we now compute the various moments 0.7 0.8 0.9 0.6 0.297 -0.398 0.5 0.4 -0.196 0.034 0.145 0.428 0.392 -0.398 0.000 0.063 0.034 -0.052 -0.196 -0.052 -0.657 1.4 2.0 1.5 1.6 1.7 1.8 1.9 16.875 -0.065 -0.332 1.3 1.2 1.1 1.0 -0.800 -0.600 -0.400 -0.200 0.000 0.200 0.400 0.600 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
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2.0 BRIDGE DECK
Page No. as below; a. Support momentsinfluence line ordinate = KNm
design HA udl live load = KN/m2
\
HA udl support moments= KNm
b. Span moments
maximum span moment occurs at 0.4L (1st span) and at 3.6L (4th span)
influence line ordinate = KNm
design HA udl live load = KN/m2
\
HA udl span moments= KNm
2.3.4 Dead load udl moments.
from section 2.2.4 of this report,
the udl due to dead loading is = 6.15 KN/m
Using this influence ordinate table above, we now compute the various moments as below;
a. Support moments
influence line ordinate = KNm
design dead load udl = KN/m2
\
dead load udl support moments == KNm
b. Span moments
maximum span moment occurs at 0.4L (1st span) and at 2.6L (3rd span)
influence line ordinate = KNm
design dead load udl = KN/m2
\
dead load udl span moments == KNm
2.4 Influence Lines for Point Loads
7.22 -4.04 2.63 -0.657 6.1525 0.428 6.1525 -0.657 16.875 0.428 16.875 -11.09Job No.
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2.0 BRIDGE DECK
Page No.
The point loads are due primarily to either HA live loads or the HB live loads. The beam girder is designed to be continuous over three spans, and has a constant moment of inertia over all the spans. We can therfore, plot the influence lines using standard influence line tables for a three span continuous beam.
The following assumptions are made in the analysis of the continuous bridge girders before using the standard influence tables:
* The girder is simply supported at the supports and monolithic with the supports.
* Rocker or roller bearings are provided at all supports.
Find below the influence line tables and charts at sections 0.1L to 1.5L
We prepared the influence charts only upto 1.5L as the loading is symmetrical over the three spans.
Influence Line ordinates for BM at Support B (M
B).
0.6L -0.0994 -0.2386 0.4L -0.2400 0.7L -0.0928 -0.2227 0.3L -0.0718 -0.1723 0.2L -0.0502 -0.1205 0.1L -0.0258 -0.0619 0.0 0.0 0.0 0.8L -0.0742 -0.1781 -0.2098 0.5L -0.1000 0.9L -0.0408 -0.0979 1.0L 0.0 0.0 -0.0874 -0.2 -0.2 -0.1 -0.1 0.0 0.1 0.1 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39
Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at Support C (M
c).
1.1L -0.0341 -0.0818 1.2L -0.0612 -0.1469 1.3L -0.0738 -0.1771 1.4L -0.0764 -0.1834 1.5L -0.0740 -0.1776 1.6L -0.0614 -0.1474 1.7L -0.0474 -0.1138 1.8L -0.0306 -0.0734 1.9L -0.0150 -0.0360 2.0L 0.0 0.0 2.1L 0.0063 0.0151 2.2L 0.0126 0.0302 2.3L 0.0189 0.0454 2.4L 0.0206 0.0494 2.5L 0.0200 0.0480 2.6L 0.0170 0.0408 2.7L 0.0135 0.0324 2.8L 0.0090 0.0216 2.9L 0.0045 0.0108 3.0L 0.0 0.0 Load Position Influence line coefficient Influence line ordinates 3.9L 4.0L 0.0 -0.0034 -0.0067 0.0 0.0 0.0 -0.0067 -0.0034 0.0 -0.0134 -0.0168 0.1L 0.0072 0.0173 0.2L 0.0138 0.0331 0.3L 0.0192 0.0461 0.4L 0.0234 0.0562 0.5L 0.0270 0.0648 0.6L 0.0270 0.0648 0.7L 0.0252 0.0605 0.8L 0.0198 0.0475 0.9L 0.0108 0.0259 1.0L 0.0 0.0 3.1L 3.2L 3.3L 3.4L 3.5L 3.6L 3.7L 3.8L -0.0101 -0.0134 -0.0101 -0.0028 -0.0014 -0.0056 -0.0070 -0.0056 -0.0042 -0.0028 -0.0042 -0.0014 -0.3 -0.3 -0.2 -0.1 -0.1 0.0 0.1 0.1 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39
Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 0.1L (0.240m from support A) 1.1L -0.0167 -0.0401 1.2L -0.0340 -0.0816 1.3L -0.0520 -0.1248 1.4L -0.0668 -0.1603 1.5L -0.0800 -0.1920 1.6L -0.0830 -0.1992 1.7L -0.0802 -0.1925 1.8L -0.0658 -0.1579 1.9L -0.0366 -0.0878 2.0L 0.0 0.0 2.1L -0.0255 -0.0612 2.2L -0.0510 -0.1224 2.3L -0.0765 -0.1836 2.4L -0.0830 -0.1992 -0.1253 -0.0668 2.6L 2.5L -0.0800 -0.1920 -0.1603 0.0250 3.3L -0.0835 2.9L -0.0174 -0.0418 2.8L -0.0348 Influence line ordinates 0.0 0.0 0.0 0.0 0.0 Load
Position coeff.
µ
M
B coeff.µ + M
B0.2098 0.2L 0.08 -0.0050 0.0750 0.1800 0.1L 0.09 -0.0026 0.0874 0.1508 0.4L 0.06 -0.0087 0.0513 0.1230 0.3L 0.07 -0.0072 0.0628 0.0960 0.6L 0.04 -0.0099 0.0301 0.0721 0.5L 0.05 -0.0100 0.0400 0.0497 0.8L 0.02 -0.0074 0.0126 0.0302 0.7L 0.03 -0.0093 0.0207 0.0142 1.0L 0.0 0.0 0.0 0.0 0.9L 0.01 -0.0041 0.0059 3.0L 0.0 0.0 2.7L -0.0522 0.0156 0.0374 3.4L 0.0208 0.0499 3.1L 0.0052 0.0125 3.2L 0.0104 3.5L 0.0260 0.0624 3.6L 0.0208 0.0499 3.7L 0.0156 0.0374 3.8L 0.0104 0.0250 3.9L 0.0052 0.0125 4.0L 0.0 0.0 -0.3 -0.2 -0.2 -0.1 0.1 0.2 0.2 0.3 Influence Ordinate BMD @ 0.1L
Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 0.2L (0.480m from support A) -0.0082 1.2L -0.0061 -0.0061 -0.0147 1.1L -0.0034 -0.0034 -0.0177 1.4L -0.0076 -0.0076 -0.0183 1.3L -0.0074 -0.0074 -0.0178 1.6L -0.0061 -0.0061 -0.0147 1.5L -0.0074 -0.0074 -0.0114 1.8L -0.0031 -0.0031 -0.0073 1.7L -0.0047 -0.0047 -0.0036 2.0L 0.0 0.0 0.0 0.0 1.9L -0.0015 -0.0015 0.0015 2.2L 0.0013 0.0013 0.0030 2.1L 0.0006 0.0006 0.0045 2.4L 0.0021 0.0021 0.0049 2.3L 0.0019 0.0019 0.0048 2.6L 0.0017 0.0017 0.0041 2.5L 0.0020 0.0020 0.0032 2.8L 0.0009 0.0009 0.0022 2.7L 0.0014 0.0014 0.0011 3.0L 0.0 0.0 0.0 0.0 2.9L 0.0005 0.0005 Influence line ordinates 0.0 0.0 0.0 0.0 0.0 Load
Position coeff.
µ
M
B coeff.µ + M
B0.1796 0.2L 0.16 -0.0100 0.1500 0.3599 0.1L 0.08 -0.0052 0.0748 0.3015 0.4L 0.12 -0.0175 0.1025 0.2460 0.3L 0.14 -0.0144 0.1256 0.1920 0.6L 0.08 -0.0199 0.0601 0.1443 0.5L 0.10 -0.0200 0.0800 0.0995 0.8L 0.04 -0.0148 0.0252 0.0604 0.7L 0.06 -0.0186 0.0414 0.0284 1.0L 0.0 0.0 0.0 0.0 0.9L 0.02 -0.0082 0.0118 3.1L -0.0001 3.2L 3.3L -0.0003 -0.0004 3.4L 3.5L 3.6L 3.7L 3.8L 3.9L 4.0L -0.0006 -0.0004 -0.0003 -0.0001 0.0 0.0 0.0 0.0 -0.0001 -0.0003 -0.0004 -0.0006 -0.0007 -0.0007 -0.0006 -0.0007 -0.0006 -0.0004 -0.0013 -0.0017 -0.0013 -0.0010 -0.0003 -0.0003 -0.0001 -0.0003 -0.0007 -0.0010 -0.1 0.0 0.1 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 0.2 0.2 0.3 0.3 0.4 0.4 Influence Ordinate BMD @ 0.2L
Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 0.3L (0.720m from support A) -0.0164 1.2L -0.0122 -0.0122 -0.0294 1.1L -0.0068 -0.0068 -0.0354 1.4L -0.0153 -0.0153 -0.0367 1.3L -0.0148 -0.0148 -0.0355 1.6L -0.0123 -0.0123 -0.0295 1.5L -0.0148 -0.0148 -0.0228 1.8L -0.0061 -0.0061 -0.0147 1.7L -0.0095 -0.0095 0.0 0.0 0.0 1.9L -0.0030 -0.0030 0.0030 0.0060 0.0025 0.0025 0.0013 0.0013 0.0041 0.0041 0.0099 0.0038 0.0038 0.0096 0.0034 0.0034 0.0082 0.0040 0.0018 0.0018 0.0043 0.0027 0.0027 3.0L 0.0 0.0 0.0 0.0 2.9L 0.0009 Influence line ordinates 0.0 0.0 0.0 0.0 0.0 Load Position
µ
coeff.M
B coeff.µ + M
B 0.1494 0.2L 0.14 -0.0151 0.1249 0.2999 0.1L 0.07 -0.0077 0.0623 0.4523 0.4L 0.18 -0.0262 0.1538 0.3691 0.3L 0.21 -0.0215 0.1885 0.2880 0.6L 0.12 -0.0298 0.0902 0.2164 0.5L 0.15 -0.0300 0.1200 0.1492 0.8L 0.06 -0.0223 0.0377 0.0906 0.7L 0.09 -0.0278 0.0622 0.0426 0.9L 0.03 -0.0122 0.0178 2.4L 2.3L 2.2L 2.1L 2.0L 3.2L 3.3L 2.8L 2.7L 3.1L 2.6L 2.5L 3.8L 3.9L 4.0L 3.4L 3.5L 3.6L 3.7L -0.0003 -0.0006 -0.0008 0.0009 0.0065 0.0040 0.0091 -0.0072 0.0022 -0.0011 -0.0014 0.0 0.0 0.0 -0.0003 -0.0006 -0.0008 -0.0011 -0.0014 -0.0011 -0.0008 -0.0006 -0.0003 -0.0007 -0.0013 -0.0020 -0.0027 -0.0034 -0.0027 -0.0020 -0.0013 -0.0007 -0.0006 -0.0003 0.0 -0.0008 -0.0011 0.0 -0.1 -0.1 0.0 0.1 0.1 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 0.3 0.4 0.5 Influence Ordinate BMD @ 0.3LJob No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 0.4L (0.960m from support A) 0.0 0.0 0.0 -0.0004 -0.0004 1.0L 0.0 0.0 0.0 0.0 -0.0246 1.2L -0.0184 -0.0184 -0.0441 1.1L -0.0102 -0.0102 -0.0531 1.4L -0.0229 -0.0229 -0.0550 1.3L -0.0221 -0.0221 -0.0533 1.6L -0.0184 -0.0184 -0.0442 1.5L -0.0222 -0.0222 -0.0341 1.8L -0.0092 -0.0092 -0.0220 1.7L -0.0142 -0.0142 -0.0108 2.0L 0.0 0.0 0.0 0.0 1.9L -0.0045 -0.0045 0.0045 2.2L 0.0038 0.0038 0.0091 2.1L 0.0019 0.0019 0.0136 2.4L 0.0062 0.0062 0.0148 2.3L 0.0057 0.0057 0.0144 2.6L 0.0051 0.0051 0.0122 2.5L 0.0060 0.0060 0.0097 2.8L 0.0027 0.0027 0.0065 2.7L 0.0041 0.0041 0.0032 3.0L 0.0 0.0 0.0 0.0 2.9L 0.0014 0.0014 Influence line ordinates 0.0 0.0 0.0 0.0 0.0 Load Position
µ
coeff.M
B coeff.µ + M
B 0.1192 0.2L 0.12 -0.0201 0.0999 0.2398 0.1L 0.06 -0.0103 0.0497 0.3631 0.4L 0.24 -0.0350 0.2050 0.4921 0.3L 0.18 -0.0287 0.1513 0.3840 0.6L 0.16 -0.0398 0.1202 0.2886 0.5L 0.20 -0.0400 0.1600 0.1989 0.8L 0.08 -0.0297 0.0503 0.1208 0.7L 0.12 -0.0371 0.0829 0.0568 0.9L 0.04 -0.0163 0.0237 3.1L 3.6L 3.7L 3.8L 3.9L 3.2L 3.3L 3.4L 3.5L 4.0L -0.0050 -0.0040 -0.0030 -0.0020 -0.0010 -0.0020 -0.0030 -0.0040 -0.0010 0.0 -0.0004 -0.0008 -0.0013 -0.0017 -0.0021 -0.0017 -0.0013 -0.0008 -0.0021 -0.0017 -0.0013 -0.0008 -0.0004 -0.0008 -0.0013 -0.0017 -0.1 0.0 0.1 0.2 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 0.2 0.3 0.4 0.5 0.6 Influence Ordinate BMD @ 0.4LJob No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 0.5L (1.200m from support A) 1.0L 0.0 0.0 0.0 0.0 -0.0327 1.2L -0.0245 -0.0245 -0.0588 1.1L -0.0136 -0.0136 -0.0708 1.4L -0.0306 -0.0306 -0.0733 1.3L -0.0295 -0.0295 -0.0710 1.6L -0.0246 -0.0246 -0.0589 1.5L -0.0296 -0.0296 -0.0455 1.8L -0.0122 -0.0122 -0.0294 1.7L -0.0190 -0.0190 -0.0144 2.0L 0.0 0.0 0.0 0.0 1.9L -0.0060 -0.0060 0.0060 2.2L 0.0050 0.0050 0.0121 2.1L 0.0025 0.0025 0.0181 2.4L 0.0082 0.0082 0.0198 2.3L 0.0076 0.0076 0.0192 2.6L 0.0068 0.0068 0.0163 2.5L 0.0080 0.0080 0.0130 0.0036 0.0036 0.0086 0.0054 0.0054 0.0 0.0 0.0 0.0018 0.0018 Influence line ordinates 0.0 0.0 0.0 0.0 0.0 Load Position
µ
coeff.M
B coeff.µ + M
B 0.0890 0.2L 0.10 -0.0251 0.0749 0.1798 0.1L 0.05 -0.0129 0.0371 0.2738 0.4L 0.20 -0.0437 0.1563 0.3751 0.3L 0.15 -0.0359 0.1141 0.4800 0.6L 0.20 -0.0497 0.1503 0.3607 0.5L 0.25 -0.0500 0.2000 0.2486 0.8L 0.10 -0.0371 0.0629 0.1510 0.7L 0.15 -0.0464 0.1036 0.0710 0.9L 0.05 -0.0204 0.0296 3.1L 3.2L 3.3L 3.0L 2.9L 2.8L 2.7L 3.4L 3.5L 3.6L 3.7L 3.8L 3.9L 4.0L -0.0054 -0.0067 -0.0054 -0.0040 -0.0013 -0.0027 -0.0040 0.0043 -0.0027 -0.0013 -0.0022 0.0 -0.0006 -0.0028 -0.0022 -0.0017 -0.0011 0.0 -0.0006 -0.0011 -0.0017 -0.0022 -0.0028 -0.0022 -0.0017 -0.0011 -0.0006 0.0 0.0 0.0 -0.0011 -0.0017 -0.0006 -0.2 -0.1 0.0 0.1 0.2 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 0.2 0.3 0.4 0.5 0.6 Influence Ordinate BMD @ 0.5LJob No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 0.6L (1.440m from support A) 1.0L 0.0 0.0 0.0 0.0 -0.0409 1.2L -0.0306 -0.0306 -0.0734 1.1L -0.0171 -0.0171 -0.0886 1.4L -0.0382 -0.0382 -0.0917 1.3L -0.0369 -0.0369 -0.0888 1.6L -0.0307 -0.0307 -0.0737 1.5L -0.0370 -0.0370 -0.0569 1.8L -0.0153 -0.0153 -0.0367 1.7L -0.0237 -0.0237 0.0 1.9L -0.0075 -0.0075 2.0L 0.0 0.0 0.0 0.0076 0.0151 2.2L 0.0063 0.0063 2.1L 0.0032 0.0032 0.0103 0.0103 0.0247 0.0095 0.0095 0.0240 0.0085 0.0085 0.0204 0.0100 0.0045 0.0045 0.0108 0.0068 0.0068 0.0054 3.0L 0.0 0.0 0.0 0.0 2.9L 0.0023 Influence line ordinates 0.0 0.0 0.0 0.0 0.0 Load Position
µ
coeff.M
B coeff.µ + M
B 0.0588 0.2L 0.08 -0.0301 0.0499 0.1197 0.1L 0.04 -0.0155 0.0245 0.1846 0.4L 0.16 -0.0524 0.1076 0.2581 0.3L 0.12 -0.0431 0.0769 0.3360 0.6L 0.24 -0.0596 0.1804 0.4329 0.5L 0.20 -0.0600 0.1400 0.2984 0.8L 0.12 -0.0445 0.0755 0.1812 0.7L 0.18 -0.0557 0.1243 0.0852 0.9L 0.06 -0.0245 0.0355 2.6L 2.5L 2.4L 2.3L 3.2L 3.3L 3.4L 3.5L 3.1L 2.8L 2.7L 4.0L 3.6L 3.7L 3.8L 3.9L -0.0007 -0.0017 0.0023 0.0162 0.0100 0.0227 -0.0180 -0.0028 -0.0021 -0.0014 -0.0021 -0.0028 -0.0035 0.0 0.0 -0.0014 -0.0007 0.0 -0.0007 -0.0014 -0.0021 -0.0028 -0.0035 -0.0028 -0.0021 -0.0014 -0.0007 -0.0067 -0.0050 -0.0034 -0.0017 -0.0034 -0.0050 -0.0067 -0.0084 0.0 -0.2 -0.1 0.0 0.1 0.2 1 4 7 10 13 16 19 22 25 28 31 34 37 40 0.2 0.3 0.4 0.5 Influence Ordinate BMD @ 0.6LJob No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 0.7L (1.680m from support A) 0.0 0.0 0.0 0.0 -0.0017 -0.0017 -0.0040 -0.0008 -0.0008 -0.0020 -0.0034 -0.0034 -0.0081 -0.0025 -0.0025 -0.0060 -0.0034 -0.0034 -0.0081 -0.0042 -0.0042 -0.0101 -0.0017 -0.0017 -0.0040 -0.0025 -0.0025 -0.0060 -0.0008 -0.0008 -0.0020 1.0L 0.0 0.0 0.0 0.0 -0.0491 1.2L -0.0367 -0.0367 -0.0881 1.1L -0.0205 -0.0205 -0.1063 1.4L -0.0458 -0.0458 -0.1100 1.3L -0.0443 -0.0443 -0.1066 1.6L -0.0368 -0.0368 -0.0884 1.5L -0.0444 -0.0444 -0.0683 1.8L -0.0184 -0.0184 -0.0441 1.7L -0.0284 -0.0284 -0.0216 2.0L 0.0 0.0 0.0 0.0 1.9L -0.0090 -0.0090 0.0091 2.2L 0.0076 0.0076 0.0181 2.1L 0.0038 0.0038 0.0272 2.4L 0.0124 0.0124 0.0297 2.3L 0.0113 0.0113 0.0288 2.6L 0.0102 0.0102 0.0245 2.5L 0.0120 0.0120 0.0194 2.8L 0.0054 0.0054 0.0130 2.7L 0.0081 0.0081 0.0065 3.0L 0.0 0.0 0.0 0.0 2.9L 0.0027 0.0027 Influence line ordinates 0.0 0.0 0.0 0.0 0.0 Load Position
µ
coeff.M
B coeff.µ + M
B 0.0287 0.2L 0.06 -0.0351 0.0249 0.0597 0.1L 0.03 -0.0181 0.0119 0.0954 0.4L 0.12 -0.0612 0.0588 0.1412 0.3L 0.09 -0.0503 0.0397 0.1920 0.6L 0.18 -0.0696 0.1104 0.2650 0.5L 0.15 -0.0700 0.0800 0.3481 0.8L 0.14 -0.0519 0.0881 0.2113 0.7L 0.21 -0.0650 0.1450 0.0995 0.9L 0.07 -0.0286 0.0414 3.1L 3.2L 3.3L 3.8L 3.9L 4.0L 3.4L 3.5L 3.6L 3.7L -0.2 -0.1 0.0 0.1 0.2 1 4 7 10 13 16 19 22 25 28 31 34 37 40 0.1 0.2 0.3 0.4 Influence Ordinate BMD @ 0.7LJob No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 0.8L (1.920m from support A) 0.0 0.0
µ + M
B -0.0002 Influence line ordinates -0.0015 0.0 -0.0029 -0.0039 -0.0071 -0.0047 -0.0024 -0.0047 -0.0071 -0.0094 -0.0010 -0.0010 -0.0024 -0.0049 -0.0039 -0.0029 -0.0020 -0.0118 -0.0094 -0.0029 -0.0039 -0.0049 -0.0039 -0.0029 -0.0020 -0.0010 -0.0020 -0.0010 -0.0020 1.0L 0.0 0.0 0.0 0.0 -0.0573 1.2L -0.0428 -0.0428 -0.1028 1.1L -0.0239 -0.0239 -0.1240 1.4L -0.0535 -0.0535 -0.1284 1.3L -0.0517 -0.0517 -0.1243 1.6L -0.0430 -0.0430 -0.1032 1.5L -0.0518 -0.0518 -0.0796 1.8L -0.0214 -0.0214 -0.0514 1.7L -0.0332 -0.0332 -0.0252 2.0L 0.0 0.0 0.0 0.0 1.9L -0.0105 -0.0105 0.0106 2.2L 0.0088 0.0088 0.0212 2.1L 0.0044 0.0044 0.0318 2.4L 0.0144 0.0144 0.0346 2.3L 0.0132 0.0132 0.0336 2.6L 0.0119 0.0119 0.0286 2.5L 0.0140 0.0140 0.0227 2.8L 0.0063 0.0063 0.0151 2.7L 0.0095 0.0095 0.0076 3.0L 0.0 0.0 0.0 0.0 2.9L 0.0032 0.0032M
B coeff. 0.0101 0.0 0.02 -0.0206 -0.0006 -0.0004 0.2L 0.06 -0.0574 0.0026 0.0061 0.1L 0.04 -0.0402 0.0242 0.4L 0.10 -0.0800 0.0200 0.0480 0.3L 0.08 -0.0699 0.0972 0.6L 0.14 -0.0742 0.0658 0.1578 0.5L 0.12 -0.0795 0.0405 0.2415 0.8L 0.08 -0.0326 0.0474 0.1137 0.7L 0.16 -0.0594 0.1006 0.0 0.9L 0.0 0.0 0.0 3.1L 3.6L 3.7L 3.8L 3.9L 3.2L 3.3L 3.4L 3.5L 4.0L Load Position 0.0µ
coeff. -0.2 -0.1 0.0 0.1 1 4 7 10 13 16 19 22 25 28 31 34 37 40 0.0500 0.1000 0.1500 0.2000 0.2500 0.3000 Influence Ordinate BMD @ 0.8LJob No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 0.9L (2.160m from support A) 0.0 0.0 0.0 0.0 Influence line ordinates -0.0960 0.0132 -0.0707 -0.0324 -0.0022 -0.0022 -0.0054 -0.0011 -0.0011 -0.0027 -0.0056 -0.0056 -0.0134 -0.0045 -0.0108 -0.0034 -0.0034 -0.0081 -0.0022 -0.0054 -0.0034 -0.0034 -0.0081 -0.0045 -0.0108 -0.0011 -0.0011 -0.0027 1.0L -0.0273 -0.0273 -0.0655 -0.1175 1.2L -0.0590 -0.0590 -0.1417 1.1L -0.0490 -0.0490 -0.1467 1.4L -0.0592 -0.0592 -0.1421 1.3L -0.0611 -0.0611 -0.1179 1.6L -0.0379 -0.0379 -0.0910 1.5L -0.0491 -0.0491 -0.0588 1.8L -0.0120 -0.0120 -0.0288 1.7L -0.0245 -0.0245 0.0 2.0L 0.0050 0.0050 0.0121 1.9L 0.0 0.0 0.0 0.0242 2.2L 0.0151 0.0151 0.0363 2.1L 0.0101 0.0101 0.0396 2.4L 0.0160 0.0160 0.0384 2.3L 0.0165 0.0165 0.0326 2.6L 0.0108 0.0108 0.0259 2.5L 0.0136 0.0136 0.0 0.0173 0.0036 0.0036 0.0086 0.0072 0.0072 0.0 3.6L 0.0 0.0 -0.0022 -0.0045 -0.0045 3.3L -0.0317 0.0 Load Position
µ
coeff.M
B coeff.µ + M
B -0.0604 -0.0831 -0.0928 -0.0787 3.4L 3.5L -0.0252 0.0 0.1L 0.01 0.3L 0.03 -0.0646 -0.0346 0.0 -0.0387 -0.0232 -0.0132 0.2L 0.02 -0.0452 -0.0295 0.5L 0.05 -0.0900 -0.0400 0.4L 0.04 0.6L 0.06 -0.0895 0.7L 0.07 -0.0835 -0.0135 0.0317 0.9L 0.09 -0.0367 0.0533 0.1279 0.8L 0.08 -0.0668 3.0L 3.1L 3.2L 2.9L 2.8L 2.7L 3.7L 3.8L 3.9L 4.0L 0.0 0.0 -0.2000 -0.1500 -0.1000 -0.0500 0.0000 0.0500 1 4 7 10 13 16 19 22 25 28 31 34 37 40 0.0 0.1 0.1 0.2 1 4 7 10 13 16 19 22 25 28 31 34 37 40Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 1.1L (0.240m from support B) -0.0091 -0.0060 -0.0038 -0.0025 -0.0013 -0.0030 -0.0060 -0.0091 -0.0121 -0.0151 -0.0121 0.0 0.0 -0.0013 -0.0025 -0.0038 -0.0050 -0.0030 -0.0063 -0.0050 -0.0063 -0.0050 -0.0038 -0.0025 -0.0013 0.0 0.0 -0.0013 0.0 -0.0551 0.0 1.1L -0.0307 -0.0307 -0.0737 1.0L 0.0 0.0 -0.0688 -0.1322 1.3L -0.0664 -0.0664 -0.1594 1.2L -0.0551 -0.0553 -0.1650 1.5L -0.0666 -0.0666 -0.1598 1.4L -0.0688 -0.0275 -0.1326 1.7L -0.0427 -0.0427 -0.1024 1.6L -0.0553 0.0 -0.0661 1.9L -0.0135 -0.0135 -0.0324 1.8L -0.0275 0.0113 0.0 2.1L 0.0057 0.0057 0.0136 2.0L 0.0 0.0 0.0185 0.0272 2.3L 0.0170 0.0170 0.0408 2.2L 0.0113 0.0153 0.0445 2.5L 0.0180 0.0180 0.0432 2.4L 0.0185 0.0081 0.0367 2.7L 0.0122 0.0122 0.0292 2.6L 0.0153 0.0 0.0194 2.9L 0.0041 0.0041 0.0097 2.8L 0.0081 3.0L 0.0 -0.0025 -0.0038 -0.0050 -0.0225 -0.0540 0.0 Load Position
µ
coeff.
M
B coeff.M
C coeff.µ + M
B+
M
C 3.1L 3.2L Influence line ordinates 0.0 0.0 0.0 0.0 0.0 0.0 -0.0438 -0.1051 0.1L -0.0232 0.2L -0.0452 0.0014 0.0007 0.4L -0.0787 0.0023 0.3L -0.0646 0.0019 -0.0627 -0.1505 -0.0763 -0.1832 -0.0873 -0.2095 -0.0868 -0.2082 0.5L 0.6L -0.0895 0.0027 -0.0900 0.0027 0.8L -0.0668 0.0020 0.7L -0.0835 0.0025 -0.0810 -0.1944 -0.0648 -0.1555 -0.0356 -0.0855 0.9L -0.0367 0.0011 3.5L 3.6L 3.7L 3.8L 3.3L 3.4L 3.9L 4.0L 0.0 -0.2 -0.2 -0.1 -0.1 1 4 7 10 13 16 19 22 25 28 31 34 37 40 -0.1 0.0 0.1 0.1 0.2 0.2 1 4 7 10 13 16 19 22 25 28 31 34 37 40Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 1.2L (0.480m from support B) 0.0005 -0.0007 0.0 0.0 0.0 -0.0089 -0.0071 -0.0053 -0.0036 -0.0018 -0.0007 -0.0015 -0.0022 -0.0030 -0.0018 -0.0036 -0.0053 -0.0071 0.0026 0.0021 0.0016 0.0010 -0.0037 -0.0030 -0.0022 -0.0015 -0.0013 -0.0025 -0.0038 -0.0050 -0.0063 -0.0050 -0.0038 -0.0025 -0.0013 0.0 0.0 0.0 0.0 0.0005 0.0010 0.0016 0.0021 0.0 0.0 0.0 1.0L 0.0 0.0 0.0 1.1L 0.09 -0.0307 -0.0017 0.0 0.0 0.0576 0.1383 0.0516 -0.0016 -0.0039 0.08 -0.0551 -0.0034 0.0215 1.3L 0.07 1.4L 0.06 -0.0688 -0.0067 -0.0664 -0.0052 -0.0565 1.5L 0.05 -0.0666 -0.0154 -0.0371 -0.0080 -0.0246 -0.0080 -0.0207 -0.0590 1.6L 0.04 -0.0553 -0.0083 -0.0236 -0.0496 -0.0339 -0.0072 -0.0172 0.02 -0.0275 -0.0066 -0.0141 0.03 -0.0427 1.9L 0.01 2.0L 0.0 0.0 0.0 -0.0135 -0.0037 0.0150 2.1L 0.0057 0.0 0.0 -0.0077 0.0031 -0.0026 0.0094 0.0075 2.2L 0.0113 -0.0051 0.0062 0.0225 0.0246 0.0100 0.0240 0.0185 -0.0083 0.0102 0.0170 0.0086 0.0207 2.5L 2.6L 0.0153 -0.0067 0.0180 -0.0080 0.0166 2.8L 0.0081 -0.0035 0.0046 0.0111 2.7L 0.0122 0.0041 -0.0017 0.0069 -0.0052 0.0023 0.0055 Load Position
µ
coeff.
M
B coeff.M
C coeff.µ + M
B+
M
C Influence line ordinates 3.2L 3.3L 3.4L 0.1L -0.0206 0.0014 0.0 0.0 0.0 0.0 0.0 0.0 -0.0192 -0.0461 -0.0374 -0.0898 -0.0536 -0.1286 0.2L 0.3L -0.0574 0.0038 -0.0402 0.0028 0.5L -0.0800 0.0054 0.4L -0.0699 0.0047 -0.0652 -0.1566 -0.0746 -0.1790 -0.0741 -0.1779 -0.0692 -0.1661 0.6L 0.7L -0.0742 0.0050 -0.0795 0.0054 -0.0326 0.0022 0.8L -0.0594 0.0040 -0.0554 -0.1330 -0.0305 -0.0732 3.0L 3.1L 2.9L 2.4L 2.3L 1.8L 1.7L 1.2L 3.5L 3.6L 3.7L 3.8L 0.9L 3.9L 4.0L -0.3 -0.2 -0.2 -0.1 -0.1 1 4 7 10 13 16 19 22 25 28 31 34 37 40 0.1 0.1 0.2 0.2 0.3 0.3Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 1.3L (0.720m from support B) -0.0001 -0.0002 -0.0004 -0.0006 -0.0008 -0.0010 -0.0008 -0.0006 -0.0004 -0.0002 0.0 0.0 -0.0001 -0.0002 -0.0002 -0.0003 -0.0004 -0.0003 -0.0002 -0.0002 0.0 0.0 0.0 -0.0011 0.0010 -0.0045 0.0042 -0.0034 0.0031 -0.0022 0.0021 -0.0034 0.0031 -0.0045 0.0042 -0.0056 0.0052 -0.0022 0.0021 -0.0011 0.0010 0.0 0.0 0.0 0.0 -0.0068 0.0494 0.1042 0.1185 1.0L 0.0 1.1L 0.08 -0.0273 -0.0033 0.2502 0.1693 0.0455 0.1092 0.14 -0.0590 -0.0104 0.0706 0.16 -0.0490 0.12 1.5L 0.10 -0.0592 -0.0160 -0.0611 -0.0134 0.0145 1.6L 0.08 -0.0491 0.0248 0.0595 -0.0132 0.0143 -0.0166 0.0024 0.0343 1.7L 0.06 -0.0379 -0.0160 0.0060 0.0057 0.0016 0.0 0.0 0.02 -0.0120 -0.0073 0.0007 0.04 -0.0245 2.0L 0.0 2.1L 0.0050 -0.0051 0.0 0.0 -0.0004 2.2L 0.0101 -0.0001 -0.0001 -0.0166 -0.0001 -0.0102 -0.0001 -0.0003 2.3L 0.0151 -0.0153 -0.0002 -0.0003 0.0000 0.0002 0.0006 0.0160 -0.0160 0.0000 0.0165 0.0004 0.0009 2.6L 2.7L 0.0108 -0.0104 0.0136 -0.0134 0.0006 2.9L 0.0036 -0.0035 0.0001 0.0003 2.8L 0.0072 0.0 0.0 0.0 0.0002 -0.0070 0.0 0.0 Load Position
µ
coeff.
M
B coeff.M
C coeff.µ + M
B+
M
C Influence line ordinates 3.2L 3.3L 3.4L 0.1L -0.0181 0.0022 0.0 0.0 0.0 0.0 0.0 0.0 -0.0159 -0.0382 -0.0310 -0.0744 -0.0445 -0.1068 0.2L 0.3L -0.0503 0.0058 -0.0351 0.0041 0.5L -0.0700 0.0081 0.4L -0.0612 0.0070 -0.0542 -0.1300 -0.0619 -0.1486 -0.0615 -0.1476 -0.0574 -0.1378 0.6L 0.7L -0.0650 0.0076 -0.0696 0.0081 0.9L -0.0286 0.0032 0.8L -0.0519 0.0059 -0.0460 -0.1104 -0.0253 -0.0608 1.9L 1.8L 1.3L 1.2L 1.4L 3.5L 3.6L 3.7L 3.8L 3.1L 3.0L 2.5L 2.4L 3.9L 4.0L -0.3 -0.2 -0.2 -0.1 -0.1 0.0 0.1 1 4 7 10 13 16 19 22 25 28 31 34 37 40 0.1 0.2 0.3Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 1.4L (0.960m from support B) 0.0014 0.0 0.0 0.0 0.0 -0.0010 0.0016 0.0006 0.0042 -0.0020 0.0031 0.0012 0.0028 -0.0029 0.0047 0.0017 0.0070 -0.0039 0.0062 0.0023 0.0056 -0.0049 0.0078 0.0029 0.0042 -0.0039 0.0062 0.0023 0.0056 -0.0029 0.0047 0.0017 0.0014 -0.0020 0.0031 0.0012 0.0028 -0.0010 0.0016 0.0006 0.0 0.0 0.0 0.0 -0.0102 0.0411 0.0870 0.0987 1.0L 0.0 1.1L 0.07 -0.0239 -0.0050 0.2087 0.3426 0.1065 0.2556 0.21 -0.0517 -0.0156 0.1427 0.14 -0.0428 1.4L 0.18 1.5L 0.15 -0.0518 -0.0240 -0.0535 -0.0200 0.0786 1.6L 0.12 -0.0430 0.0742 0.1781 -0.0197 0.0521 -0.0249 0.0188 0.1251 1.7L 0.09 -0.0332 -0.0241 0.0328 0.0452 0.0204 0.0 0.0 0.03 -0.0105 -0.0110 0.0085 0.06 -0.0214 -0.0032 -0.0078 2.0L 0.0 2.1L 0.0044 -0.0077 0.0 0.0 -0.0156 2.3L 0.0132 -0.0230 -0.0097 -0.0233 2.2L 0.0088 0.0144 -0.0249 -0.0065 -0.0153 -0.0105 -0.0157 0.0119 -0.0200 -0.0252 -0.0240 -0.0081 -0.0195 0.0140 -0.0240 -0.0100 2.8L 0.0063 -0.0062 -0.0149 2.6L 2.7L 0.0095 2.9L 0.0032 -0.0052 -0.0021 -0.0050 0.0 0.0 -0.0041 -0.0104 0.0 -0.0099 0.0 Load Position
µ
coeff.
M
B coeff.M
C coeff.µ + M
B+
M
C Influence line ordinates 3.2L 3.3L 3.4L 0.1L -0.0155 0.0029 0.0 0.0 0.0 0.0 0.0 0.0 -0.0126 -0.0302 -0.0246 -0.0590 -0.0354 -0.0850 0.2L 0.3L -0.0431 0.0077 -0.0301 0.0055 0.5L -0.0600 0.0108 0.4L -0.0524 0.0094 -0.0431 -0.1034 -0.0492 -0.1181 -0.0488 -0.1172 -0.0456 -0.1094 0.6L 0.7L -0.0557 0.0101 -0.0596 0.0108 -0.0245 0.0043 0.8L -0.0445 0.0079 -0.0366 -0.0878 -0.0202 -0.0484 3.1L 3.0L 2.5L 2.4L 1.9L 1.8L 1.3L 1.2L 3.5L 3.6L 3.7L 3.8L 0.9L 3.9L 4.0L 0.0 0.0 -0.2 -0.1 0.0 0.1 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 0.2 0.3 0.4Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 1.5L (1.200m from support B) 0.0089 0.0060 0.0149 0.0119 0.0030 0.0 -0.0008 0.0021 0.0012 0.0 0.0 0.0 0.0 -0.0025 0.0062 0.0037 -0.0017 0.0042 0.0025 -0.0042 0.0104 0.0062 -0.0034 0.0083 0.0050 0.0089 -0.0034 0.0083 0.0050 0.0119 -0.0025 0.0062 0.0037 0.0030 -0.0017 0.0042 0.0025 0.0060 -0.0008 0.0021 0.0012 0.0 0.0 0.0 1.1L 0.06 -0.0205 -0.0067 0.0 0.0 0.12 -0.0367 -0.0136 0.0329 0.0697 0.0789 -0.0320 -0.0458 -0.0267 0.1672 0.2758 0.1674 0.4019 -0.0443 -0.0208 0.1149 -0.0368 0.1236 0.0900 -0.0332 0.2966 1.4L 0.24 1.5L 0.20 -0.0444 0.2159 0.0595 0.1428 0.0848 1.7L 0.12 -0.0284 -0.0321 1.6L 0.16 -0.0154 -0.0090 -0.0146 0.0164 0.08 -0.0184 -0.0263 0.0353 0.0 0.0 2.0L 0.0 0.0393 0.0 0.0 -0.0064 -0.0128 -0.0204 0.0038 -0.0102 2.1L 2.3L 0.0113 -0.0306 2.2L 0.0076 0.0124 -0.0332 -0.0208 -0.0308 -0.0193 -0.0462 -0.0500 -0.0480 -0.0165 -0.0396 -0.0128 -0.0307 0.0120 -0.0320 -0.0200 2.8L 0.0054 0.0081 -0.0209 0.0102 -0.0267 2.6L 2.7L 2.9L 0.0027 -0.0070 -0.0043 -0.0102 0.0 0.0 -0.0085 -0.0139 0.0 -0.0204 0.0 Load Position
µ
coeff.
M
B coeff.M
C coeff.µ + M
B+
M
C Influence line ordinates 3.2L 3.3L 3.4L 0.1L -0.0129 0.0036 0.0 0.0 0.0 0.0 0.0 0.0 -0.0093 -0.0223 -0.0182 -0.0437 -0.0263 -0.0631 0.2L 0.3L -0.0359 0.0096 -0.0251 0.0069 0.5L -0.0500 0.0135 0.4L -0.0437 0.0117 -0.0320 -0.0768 -0.0365 -0.0876 -0.0362 -0.0869 -0.0338 -0.0811 0.6L 0.7L -0.0464 0.0126 -0.0497 0.0135 0.9L -0.0204 0.0054 0.8L -0.0371 0.0099 -0.0272 -0.0653 -0.0150 -0.0360 1.9L 1.8L 1.3L 1.2L 1.0L 3.5L 3.6L 3.7L 3.8L 3.1L 3.0L 2.5L 2.4L 3.9L 4.0L 0.04 0.18 0.0 -0.2 -0.1 0.0 0.1 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 0.2 0.3 0.4Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 1.6L (1.440m from support B) 0.1258 0.2090 0.0581 -0.0720 -0.0310 0.3067 0.0 0.0 1.0L 0.0 1.1L 0.05 -0.0171 -0.0084 0.0 0.0 -0.0306 -0.0170 0.15 0.0246 0.0524 0.0590 -0.0370 -0.0400 -0.0382 -0.0369 -0.0260 0.0871 -0.0334 1.6L 0.20 -0.0307 0.1284 0.3082 0.4152 1.4L 0.20 1.5L 0.0518 0.1730 1.7L 0.15 -0.0237 -0.0401 0.1278 -0.0415 0.0862 0.25 0.0 0.10 -0.0153 -0.0329 0.05 0.2069 0.1243 -0.0075 -0.0183 0.0242 0.0 2.2L 0.0063 0.0 0.0 -0.0230 2.0L 0.0 2.1L -0.0096 2.3L 0.0095 -0.0383 -0.0192 -0.0255 0.0032 -0.0128 0.0103 -0.0415 -0.0312 -0.0461 -0.0288 -0.0691 -0.0749 -0.0249 -0.0598 -0.0194 -0.0464 0.0100 -0.0400 -0.0300 0.0068 -0.0261 0.0085 -0.0334 2.6L 2.7L -0.0155 2.8L 0.0045 2.9L 0.0023 -0.0087 0.0 0.0 -0.0129 -0.0174 0.0 -0.0065 0.0 2.5L 2.4L 1.9L 1.8L 1.3L 1.2L 3.8L 3.9L 3.2L 3.3L 3.4L 3.5L 3.6L 3.7L 3.1L 3.0L 4.0L 0.0046 -0.0014 0.0052 0.0038 0.0091 -0.0007 0.0026 0.0019 0.0137 -0.0028 0.0104 0.0076 0.0182 -0.0021 0.0078 0.0057 0.0228 -0.0028 0.0104 0.0076 0.0182 -0.0035 0.0130 0.0095 0.0137 -0.0014 0.0052 0.0038 0.0091 -0.0021 0.0078 0.0057 0.0 0.0 0.0 0.0 -0.0007 0.0026 0.0019 0.0 0.0 0.0 0.0 Load Position
µ
coeff.
M
B coeff.M
C coeff.µ + M
B+
M
C Influence line ordinates 0.0 0.0 -0.0060 -0.0144 -0.0118 -0.0283 0.1L 0.2L -0.0201 0.0083 -0.0103 0.0043 0.4L -0.0350 0.0140 0.3L -0.0287 0.0115 -0.0172 -0.0413 -0.0209 -0.0502 -0.0238 -0.0571 -0.0236 -0.0565 0.5L 0.6L -0.0398 0.0162 -0.0400 0.0162 0.8L -0.0297 0.0119 0.7L -0.0371 0.0151 -0.0220 -0.0528 -0.0178 -0.0427 -0.0098 -0.0236 0.9L -0.0163 0.0065 0.0 0.0 0.10 0.0046 -0.2 -0.1 0.0 0.1 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 0.2 0.3 0.4Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 1.7L (1.680m from support B) 0.0 0.0 1.0L 0.0 0.0 0.0 1.2L 0.08 -0.0245 -0.0204 1.1L 0.04 -0.0136 -0.0100 0.0163 0.0392 0.0351 0.0843 0.0593 0.1423 0.0894 0.2145 1.3L 0.12 1.4L 0.16 -0.0306 -0.0401 -0.0295 -0.0312 1.6L 0.24 -0.0246 -0.0498 1.5L 0.20 -0.0296 -0.0480 0.1224 0.2938 0.1656 0.3975 0.1129 0.2710 0.0683 0.1639 1.7L 0.18 1.8L 0.12 -0.0122 -0.0395 -0.0190 -0.0481 2.0L 0.0 0.0 0.0 1.9L 0.06 -0.0060 -0.0220 0.0320 0.0769 0.0 0.0 -0.0128 -0.0307 -0.0256 -0.0613 2.1L 2.2L 0.0050 -0.0306 0.0025 -0.0153 2.4L 0.0082 -0.0498 2.3L 0.0076 -0.0459 -0.0383 -0.0920 -0.0416 -0.0997 -0.0400 -0.0960 -0.0333 -0.0799 2.5L 2.6L 0.0068 -0.0401 0.0080 -0.0480 2.8L 0.0036 -0.0209 2.7L 0.0054 -0.0313 -0.0259 -0.0622 -0.0173 -0.0415 -0.0086 -0.0207 0.0 0.0 2.9L 3.0L 0.0 0.0 0.0 0.0018 -0.0104 3.2L -0.0011 0.0062 3.1L -0.0006 0.0031 0.0026 0.0061 0.0051 0.0123 0.0077 0.0184 0.0102 0.0246 3.3L 3.4L -0.0022 0.0125 -0.0017 0.0094 3.6L -0.0022 0.0125 3.5L -0.0028 0.0156 0.0128 0.0307 0.0102 0.0246 0.0077 0.0184 0.0051 0.0123 3.7L 3.8L -0.0011 0.0062 -0.0017 0.0094 4.0L 0.0 0.0 0.0 3.9L -0.0006 0.0031 0.0026 0.0061 0.0 0.0
µ + M
B+
M
C Influence line ordinates 0.0 0.0 Load Positionµ
coeff. 0.0 0.0 0.0 0.0M
B coeff.M
C coeff. 0.2L -0.0151 0.0097 0.1L -0.0077 0.0050 -0.0027 -0.0065 -0.0054 -0.0130 -0.0081 -0.0194 -0.0098 -0.0236 0.3L 0.4L -0.0262 0.0164 -0.0215 0.0134 0.6L -0.0298 0.0189 0.5L -0.0300 0.0189 -0.0111 -0.0266 -0.0109 -0.0262 -0.0102 -0.0245 -0.0084 -0.0202 0.7L 0.8L -0.0223 0.0139 -0.0278 0.0176 0.9L -0.0122 0.0076 -0.0047 -0.0112 -0.2 -0.1 0.0 0.1 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 0.1 0.2 0.3Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
ra
KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 1.8L (1.920m from support B) 1.0L 0.0 0.0 0.0 0.0 0.0 0.0081 0.0194 0.0178 0.0428 1.1L 0.03 1.2L 0.06 -0.0184 -0.0238 -0.0102 -0.0117 1.4L 0.12 -0.0229 -0.0468 1.3L 0.09 -0.0221 -0.0364 0.0315 0.0755 0.0503 0.1208 0.0718 0.1723 0.1035 0.2484 1.5L 0.15 1.6L 0.18 -0.0184 -0.0581 -0.0222 -0.0560 1.8L 0.14 -0.0092 -0.0461 1.7L 0.21 -0.0142 -0.0561 0.1396 0.3351 0.0848 0.2034 0.0399 0.0957 0.0 0.0 1.9L 0.07 2.0L 0.0 0.0 0.0 -0.0045 -0.0256 2.2L 0.0038 -0.0357 2.1L 0.0019 -0.0179 -0.0160 -0.0383 -0.0319 -0.0766 -0.0479 -0.1149 -0.0519 -0.1246 2.3L 2.4L 0.0062 -0.0581 0.0057 -0.0536 2.6L 0.0051 -0.0468 2.5L 0.0060 -0.0560 -0.0500 -0.1200 -0.0417 -0.1000 -0.0325 -0.0780 -0.0217 -0.0520 2.7L 2.8L 0.0027 -0.0244 0.0041 -0.0365 3.0L 0.0 0.0 0.0 2.9L 0.0014 -0.0122 -0.0108 -0.0260 0.0 0.0 0.0032 0.0077 0.0064 0.0155 3.1L 3.2L -0.0008 0.0073 -0.0004 0.0036 3.4L -0.0017 0.0146 3.3L -0.0013 0.0109 0.0097 0.0232 0.0129 0.0309 0.0161 0.0386 0.0129 0.0309 3.5L 3.6L -0.0017 0.0146 -0.0021 0.0182 3.8L -0.0008 0.0073 3.7L -0.0013 0.0109 0.0097 0.0232 0.0064 0.0155 0.0032 0.0077 0.0 0.0 3.9L 4.0L 0.0 0.0 0.0 -0.0004 0.0036 0.0 0.0 0.0 0.0 Load Position
µ
coeff.
M
B coeff.M
C coeff.µ + M
B+
M
C Influence line ordinates 0.0 0.0 0.0006 0.0014 0.0010 0.0024 0.1L 0.2L -0.0100 0.0110 -0.0052 0.0058 0.4L -0.0175 0.0187 0.3L -0.0144 0.0154 0.0010 0.0024 0.0012 0.0030 0.0016 0.0038 0.0017 0.0041 0.5L 0.6L -0.0199 0.0216 -0.0200 0.0216 0.8L -0.0148 0.0158 0.7L -0.0186 0.0202 0.0016 0.0038 0.0010 0.0024 0.0005 0.0012 0.9L -0.0082 0.0086 -0.2 -0.1 0.0 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 0.1 0.1 0.2 0.2 0.30.3 Influence Line Ordinate BMD @ 1.8L
Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
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KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Influence Line ordinates for BM at the section 1.9L (2.160m from support B) 0.0 0.0 1.0L 0.0 0.0 0.0 1.2L 0.04 -0.0122 -0.0272 1.1L 0.02 -0.0068 -0.0134 -0.0002 -0.0004 0.0006 0.0013 0.0036 0.0087 0.0113 0.0271 1.3L 0.06 1.4L 0.08 -0.0153 -0.0534 -0.0148 -0.0416 1.6L 0.12 -0.0123 -0.0664 1.5L 0.10 -0.0148 -0.0640 0.0212 0.0509 0.0413 0.0992 0.0664 0.1593 0.1012 0.2430 1.7L 0.14 1.8L 0.16 -0.0061 -0.0526 -0.0095 -0.0642 2.0L 0.0 0.0 0.0 1.9L 0.08 -0.0030 -0.0293 0.0477 0.1145 0.0 0.0 -0.0191 -0.0459 -0.0383 -0.0919 2.1L 2.2L 0.0025 -0.0408 0.0013 -0.0204 2.4L 0.0041 -0.0664 2.3L 0.0038 -0.0612 -0.0574 -0.1378 -0.0623 -0.1495 -0.0600 -0.1440 -0.0500 -0.1201 2.5L 2.6L 0.0034 -0.0534 0.0040 -0.0640 2.8L 0.0018 -0.0278 2.7L 0.0027 -0.0418 -0.0391 -0.0937 -0.0260 -0.0625 -0.0130 -0.0312 0.0 0.0 2.9L 3.0L 0.0 0.0 0.0 0.0009 -0.0139 3.2L -0.0006 0.0083 3.1L -0.0003 0.0042 0.0039 0.0093 0.0078 0.0186 0.0116 0.0279 0.0155 0.0372 3.3L 3.4L -0.0011 0.0166 -0.0008 0.0125 3.6L -0.0011 0.0166 3.5L -0.0014 0.0208 0.0194 0.0466 0.0155 0.0372 0.0116 0.0279 0.0078 0.0186 3.7L 3.8L -0.0006 0.0083 -0.0008 0.0125 4.0L 0.0 0.0 0.0 3.9L -0.0003 0.0042 0.0039 0.0093 0.0 0.0
µ + M
B+
M
C Influence line ordinates 0.0 0.0 Load Positionµ
coeff. 0.0 0.0 0.0 0.0M
B coeff.M
C coeff. 0.2L -0.0050 0.0124 0.1L -0.0026 0.0065 0.0039 0.0094 0.0074 0.0178 0.0101 0.0242 0.0123 0.0296 0.3L 0.4L -0.0087 0.0211 -0.0072 0.0173 0.6L -0.0099 0.0243 0.5L -0.0100 0.0243 0.0143 0.0343 0.0144 0.0345 0.0134 0.0322 0.0104 0.0250 0.7L 0.8L -0.0074 0.0178 -0.0093 0.0227 0.9L -0.0041 0.0097 0.0056 0.0135 -0.2 -0.2 -0.1 -0.1 0.0 0.1 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 0.0 0.1 0.1 0.2 1 3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 Influence Line Ordinate BMD @ 1.9LJob No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
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KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
Since the structure is symmetrical, influence lines are only drawn for load positions upto 2.0L (i.e. Support C)
2.5 Bending moments due to
HA live loads (point loads)
Sections 1.2 The point loads due to HA live loads is the HA Knife - Edge load (KEL). of this report With reference to Clause 6.2.2 of BS 5400: Part II: 1978, 120KN of KEL is
recommended per notional lane.
Based on this, the ultimate KEL per deck span is computed as 67.32KN/m².
a. Support moments
1.0L 0.0 0.0 0.0 0.0 0.0 -0.0084 -0.0203 -0.0167 -0.0401 1.1L 0.01 1.2L 0.02 -0.0061 -0.0306 -0.0034 -0.0150 1.4L 0.04 -0.0076 -0.0601 1.3L 0.03 -0.0074 -0.0468 -0.0242 -0.0580 -0.0278 -0.0666 -0.0294 -0.0706 -0.0208 -0.0500 1.5L 0.05 1.6L 0.06 -0.0061 -0.0747 -0.0074 -0.0720 1.8L 0.08 -0.0031 -0.0592 1.7L 0.07 -0.0047 -0.0722 -0.0069 -0.0166 0.0177 0.0425 0.0556 0.1333 0.0 0.0 1.9L 0.09 2.0L 0.0 0.0 0.0 -0.0015 -0.0329 2.2L 0.0013 -0.0459 2.1L 0.0006 -0.0230 -0.0223 -0.0536 -0.0446 -0.1071 -0.0670 -0.1607 -0.0726 -0.1743 2.3L 2.4L 0.0021 -0.0747 0.0019 -0.0689 2.6L 0.0017 -0.0601 2.5L 0.0020 -0.0720 -0.0700 -0.1680 -0.0584 -0.1402 -0.0456 -0.1095 -0.0304 -0.0730 2.7L 2.8L 0.0009 -0.0313 0.0014 -0.0470 3.0L 0.0 0.0 0.0 2.9L 0.0005 -0.0157 -0.0152 -0.0365 0.0 0.0 0.0045 0.0109 0.0091 0.0218 3.1L 3.2L -0.0003 0.0094 -0.0001 0.0047 3.4L -0.0006 0.0187 3.3L -0.0004 0.0140 0.0136 0.0327 0.0182 0.0436 0.0227 0.0545 0.0182 0.0436 3.5L 3.6L -0.0006 0.0187 -0.0007 0.0234 3.8L -0.0003 0.0094 3.7L -0.0004 0.0140 0.0 -0.0001 0.0047 0.0136 0.0327 0.0091 0.0218 0.0045 0.0109 0.0 0.0 3.9L 4.0L 0.0 0.0 -0.2 -0.2 -0.1 -0.1Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
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KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No.
i. when first span loaded; apply KEL at 0.5L: = P
ii. when second span loaded; apply KEL at 1.4L: = P
iii. when third span loaded; apply KEL at 2.4L: = P
iv. when fourth span loaded; apply KEL at 3.5L: = P
v. when all four spans are loaded = P
where P = design KEL = 67.5 KN/m
Therefore M = KNm
b. Span moments
i. when first span loaded; apply KEL at 0.4L: = P
ii. when second span loaded; apply KEL at 1.5L: = P
iii. when third span loaded; apply KEL at 2.5L: = P
iv. when fourth span loaded; apply KEL at 3.6L: = P
v. when all four spans are loaded = P
where P = design KEL = 67.5 KN/m
Therefore M = KNm
2.6 Total Bending moments due to
HA live loads + Dead loads
a. Support moments
Sections 3.2.1.3 moments due to HA point loads =
KNm
HA + Gk3.2.1.4 & 3.2.2.1 moments due to HA udl loads =
KNm
support mmtsof this report moments due to dead loads =
KNm
=Design HA + Dead loads =
KNm
-44.38KN/m²b. Span moments
moments due to HA point loads =
KNm
moments due to HA udl loads =
KNm
HA + Gkmoments due to dead loads =
KNm
support mmtsDesign HA + Dead loads =
KNm
=133.93KN/m²
2.7 HB Live loading
2.7.1 Wheel Loads
This is done using a 45 - unit HB loading.
A 45 - unit HB vehicle has 4 axles, carrying 4 wheels each.
weight of each axle = 10KN
Total axle weight = 10KN /axle * 4Axles = 40KN
For a 45 - unit HB loading,
wheel load = 45 * 40KN = 1,800KN
Total No. of wheels supported = 16No.
Therefore, load exerted by each wheel = 1,800/16 = 112.50KN Alternative method of calculating Load exerted by each wheel:
=
2,500j
Newtons (where j = no of units of HB load )-41.51
122.16
7.22
2.63
132.01
-11.09
-4.04
122.159
-26.38
-0.2400 -0.1834 0.0494 -0.0168 0.4152 0.4921 1.8146 -0.3908 0.4921 0.4152-26.379
Job No.
Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
DesignedE
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KABIR & ASSOCIATES
Member
Bridge Deck
Date___december '04Checked
OUTPUT
REF.
CALCULATIONS
2.0 BRIDGE DECK
Page No. =2,500 * 45 / 1,000
=
112.5KN
Fig 3: Dimensions of a HB vehicle
Table 9, R.C. H/Bk, Reynolds & Stee- dman. (10th ed)
CAXLE
CAXLE
CAXLE
CAXLE
Fig 4 : A unit of HB - vehicle configuration2.7.2 DISPERSION OF WHEEL LOADS
Sect. 1.17(11)Design of
R.C. Bridges F = Wheel load
ax = Contact length (varies: 0 - 380mm) by = width of tyre (varies: 75 - 450mm)
wheel load dispersal = A * B
The dispersal is carried out at an angle of 45o through the concrete. The dispersal is treated separately between the concrete and the surfacing.
a. Load Dispersal Through Asphalt
1 ,0 0 0 1 ,0 0 0 1 ,0 0 0 375 75