There's need to compute the shear force at the inter phase between the precast and insitu concrete.
Shear connectors will be required to prevent slippage between the insitu concrete and the precast concrete sections to enable them act as a single composite unit.
The slippage that occurs is a maximum at the supported end of the slabs, where the shear,V and the rate of change of moment dm/dx are a maximum. This slippage to zero at midspan where moments is at a maximum, and shear force, SF, V = 0 for a udl.
The shear connectors are the shear reinforcement for the maximum inter-phase shear force.
Since the inter-phase between the precast concrete and the in-situ concrete is located in the horizontal direction, it implies that the maximum interphase shear under consideration is in the vertical direction.
Section 2.1.2 & Shear due to Precast Slab = KN
of this report Therefore, the design inter phase shear, V1 = KN CHECKS:
clause 7.4.2.3 V1 must not exceed the lesser of
BS 5400:Part 4:1990 a. k1.fcu.Ls
b. v1.Ls + 0.7Ae.fy where,
k1 is a constant depending on the concrete bond,obtained from Table 31, BS 5400:Part 4 fcu is the characteristic cube strenght of concrete
Ls is the length of theshear plane under consideration
v1 is the ultimate longitudinal shear stress in the concrete for shear plane under consideration taken from Table 31, BS5400:Part 4
Ae is the area of fully anchored reinforcement per unit length crossing the shear plane under consideration fy is the characteristic strenght of the reinforcement.
Table 31 k1 = 0.15 Ae = 314 mm²
13.92
1.257
13.92
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Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD
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BS 5400:Part 4:1990 fcu = 40 N/mm² fy = 410 N/mm²
and parts of Ls = 2.4 m v1 = 0.5 N/mm²
this report
a. k1.fcu.Ls =
b. v1.Ls + 0.7Ae.fy =
Since V1 is less than a. k1.fcu.Ls or b. v1.Ls + 0.7Ae.fy
the inter phase shear is okay.14.400 90164.909
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DesignHB + Gk support mmts = 71.64KNm
design HB + Gk span mmts = 304.29KNm
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3.0 DIAPHRAGM/TRANSVERSE BEAMS
3.1 INTRODUCTION
For the purpose of this designs, diaphragm beams are used only at supports as end beams to the various spans.
They act as stiffeners, distribute concentrated loads, reduce local deflections, act as chords for the lateral system, and secure the aerodynamic stability of the structure.
During construction, they are cast in two parts; one part as thte pre cast
pier cap and the second part is cast in-situ and integral with the pier cap beams.
A sketch of the slab/ deck, showing the location of diaphragm beams is as shown below:
Diaphragm Beams
Slab area supported by diaph -ragm beam
Beam Girder
1 Area of slab - deck supported by intermediate diaphragm beam:
= 2 * (0.5 * 1.40 * 0.70 ) + { 8 * (0.5 * 2.4 * 1.2)}
= 12.50m2
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Project: Bridge No. 6; DABAI - MAHUTA - BABBAN DADA ROAD