How it is different in wall type abutment and pier (free and fixed).

<!-- [if !supportLists]-->1.      <!--[endif]-->How to fix number of piles in the deep foundation in a flyover:

Answer:

Determining the number of piles required for a deep foundation in a flyover or any other structure involves a comprehensive geotechnical and structural engineering analysis. The number of piles needed depends on several factors, including the load-bearing capacity of the soil, the design loads of the flyover, the spacing between piles, and the specific design standards and codes applicable to the project.

Here are the general steps to determine the number of piles: -

 

<!-- [if !supportLists]-->·        <!--[endif]-->Geotechnical Investigation:

Conduct a thorough geotechnical investigation at the construction site to assess the soil conditions. This investigation should include soil borings, testing, and analysis to determine the soil's type, strength, and bearing capacity at different depths.

<!-- [if !supportLists]-->·        <!--[endif]-->Load Analysis:

Determine the design loads that the flyover will need to support. This includes considering both dead loads (permanent loads like the weight of the structure itself) and live loads (temporary loads like traffic, vehicles, and pedestrians).

<!-- [if !supportLists]-->·        <!--[endif]-->Pile Design:

Based on the geotechnical investigation and load analysis, design the piles to carry the anticipated loads. Factors to consider include pile length, pile diameter, pile material, and the required safety factors.

<!-- [if !supportLists]-->·        <!--[endif]-->Load Transfer Mechanism:

Understand how the load from the flyover will be transferred to the piles. This can involve both end-bearing (load transferred to a hard stratum at the bottom) and skin friction (load transferred through friction with the surrounding soil).

<!-- [if !supportLists]-->·        <!--[endif]-->Spacing and Arrangement:

Determine the appropriate spacing between piles to ensure uniform load distribution. This spacing is often influenced by the pile's load-bearing capacity, the structural design, and any code requirements.

<!-- [if !supportLists]-->·        <!--[endif]-->Safety Factors:

Apply appropriate safety factors to the calculated loads and capacities to ensure the safety and stability of the foundation. These factors can vary depending on local building codes and standards.

<!-- [if !supportLists]-->·        <!--[endif]-->Pile Load Testing:

Conduct load tests on a subset of the piles to verify their actual load-bearing capacity. This is typically done to validate the design assumptions.

<!-- [if !supportLists]-->·        <!--[endif]-->Final Design and Quantity:

After completing the engineering analysis and load testing, finalize the design and determine the exact number of piles required to support the flyover.

<!-- [if !supportLists]-->·        <!--[endif]-->Construction and Quality Control:

During construction, ensure that the piles are installed correctly and that their capacities meet design specifications. This may involve regular inspections and testing.

<!-- [if !supportLists]-->·        <!--[endif]-->Construction Tolerances:

Account for construction tolerances and uncertainties when deciding on the final number of piles. Engineers often include some margin of safety to account for potential variations in soil conditions and construction quality.

It's important to work with experienced geotechnical and structural engineers who are familiar with local soil conditions and building codes to determine the appropriate number of piles for a flyover project. The process is highly site-specific and requires a detailed understanding of the project's unique requirements and constraints.

After that,

Safe Bearing capacity (SBC)                                =          Q

Lateral load Capacity of Pile(single)                     =          Qc

Number of Pile                                                   =          N

                                                N=Q/Qc

 

<!-- [if !supportLists]-->·        <!--[endif]-->All type of load acting on the deep foundation: -

Deep foundations are designed to support structures by transferring the loads from the structure to deeper, more stable soil or rock layers below the ground surface.

The loads acting on a deep foundation can be broadly categorized into two main types:

<!-- [if !supportLists]-->·        <!--[endif]-->vertical loads and

<!-- [if !supportLists]-->·        <!--[endif]-->horizontal loads.

Here are the common types of loads that act on deep foundations: -

 

<!-- [if !supportLists]-->i)       <!--[endif]-->Vertical Loads:

a. Dead Loads:

These are the permanent vertical loads imposed on the foundation by the weight of the structure itself. Dead loads include the weight of the building materials, walls, floors, roofs, and any permanent fixtures.

b. Live Loads:

Live loads are temporary vertical loads that result from occupancy and use of the structure. Examples include people, furniture, equipment, and movable loads like vehicles or machinery.

c. Snow Loads:

 In regions with cold climates, snow loads can be significant. Deep foundations must be designed to support the added weight of accumulated snow on the structure.

d. Wind Loads:

Wind loads create vertical forces on the structure, which are transferred to the foundation. Wind loads can vary based on the wind speed, building height, and local building codes.

e. Seismic Loads:

In earthquake-prone areas, seismic loads result from ground shaking during an earthquake. These loads can cause both vertical and lateral forces on the foundation.

 

e. Earth Pressure:

In the construction field, "earth pressure" refers to the lateral force exerted by soil, rock, or other earth materials against a retaining structure, such as a wall, foundation, or excavation support system. Understanding and managing earth pressure is critical in geotechnical engineering and construction because it directly impacts the stability and safety of structures and excavations.

f. Buoyancy:

Buoyancy in the construction field refers to the upward force exerted on an object submerged in a fluid (liquid or gas), which opposes the force of gravity. This concept is fundamental in various construction and engineering applications, especially when dealing with structures that interact with fluids like water or air.

g. Centrifugal force:

Centrifugal force is a concept in physics that is relevant in various fields, including the construction industry, where it can impact the design and operation of certain construction equipment and systems. Centrifugal force is not a true force like gravity or electromagnetism but rather a result of inertia and the motion of objects in a curved path. In the construction field.

<!-- [if !supportLists]-->ii)     <!--[endif]-->Horizontal Loads:(Transverse & Longitudinal Direction)

a. Wind Loads:

In addition to vertical forces, wind can exert horizontal loads on the structure, causing it to sway. The foundation must resist these lateral forces to ensure structural stability.

b. Seismic Loads:

 Earthquakes can generate significant lateral forces that push and pull on the structure. The foundation must be designed to withstand these lateral movements.

c. Earth Pressure Forces/load:

In addition to vertical forces, Earth can exert horizontal loads on the structure, causing it to sway. The foundation must resist these lateral forces to ensure structural stability.

d. Live load Surcharge:

In the construction field, a "live load surcharge" refers to an additional or temporary load that is applied on top of the existing or permanent loads in a particular area or on a structure. This surcharge represents a transient or dynamic load that can vary in magnitude and location, often due to the presence of people, vehicles, equipment, or materials. Live load surcharges are important considerations in structural engineering and geotechnical engineering, as they can affect the stability and design of structures, including buildings, bridges, retaining walls, and other construction elements.

e. Braking Force:

In bridge construction and engineering, "braking force" typically refers to the force required to slow down or stop a moving vehicle or other load on the bridge. It is a critical consideration for bridge design and safety, especially in the context of traffic and transportation engineering. Understanding braking forces helps engineers ensure that a bridge can safely accommodate the deceleration and stopping of vehicles without experiencing structural damage or excessive wear and tear.

f. Frictional resistance of free bearing:

In the field of construction, and particularly in bridge construction, "frictional resistance of free bearings" refers to the force or resistance that comes into play when a bridge moves or expands due to temperature changes, loads, or other factors, and the bridge's bearing system allows it to slide or move slightly along its supports. This resistance is primarily due to friction between the bearing surfaces and is an important aspect of bridge design and maintenance.

g. Barge Impact load:

In the field of construction and bridge construction, a "barge impact load" refers to the dynamic or sudden force exerted on a bridge or structure when it is impacted by a barge or waterborne vessel. Barge impact loads are a significant consideration when designing bridges and other structures that span waterways or are located near navigable rivers, canals, or ports. These loads can result from accidents, collisions, or the intentional interaction of barges with the structure.

<!-- [if !supportLists]-->iii)    <!--[endif]-->Other Loads:

a. Temperature Effects:

Changes in temperature can lead to thermal expansion and contraction of the structure, which may result in horizontal and vertical movements. Deep foundations must accommodate these effects.

b. Hydrostatic Pressure:

In waterfront or underground structures, hydrostatic pressure from groundwater can exert forces on the foundation. Proper design is necessary to counteract these pressures.

The design of deep foundations involves analysing the combination of these vertical and horizontal loads, considering factors such as the foundation type (e.g., piles, caissons, drilled shafts), the soil or rock conditions, and the structural properties of the foundation elements. Engineers use methods like load calculations, structural analysis, and geotechnical engineering to ensure that the foundation can safely support all the loads imposed on it throughout the structure's lifespan.

<!-- [if !supportLists]-->·         <!--[endif]-->For ULS combination: (As per IRC:6-2017, Table-B2): -

<!-- [if !supportLists]-->i)        <!--[endif]-->Deed load                                     -DL

<!-- [if !supportLists]-->ii)       <!--[endif]-->Super-Imposed Load                      -SIDL-1 (CB/Footpath)

<!-- [if !supportLists]-->iii)      <!--[endif]-->Super-Imposed Load                      -SIDL-2 (Wearing Coat)

<!-- [if !supportLists]-->iv)      <!--[endif]-->Earth Pressure                               -EP

<!-- [if !supportLists]-->v)       <!--[endif]-->Temperature Rise                          -TR

<!-- [if !supportLists]-->vi)      <!--[endif]-->Temperature Fall                           -TF

<!-- [if !supportLists]-->vii)     <!--[endif]-->Live Load Surcharge (1 side)          -LLS-1

<!-- [if !supportLists]-->viii)   <!--[endif]-->Live Load Surcharge (2 side)          -LLS-2     

<!-- [if !supportLists]-->ix)     <!--[endif]-->Live load Max. Reaction                -LLR

<!-- [if !supportLists]-->x)      <!--[endif]-->Live load Max. moment case          -LLM

<!-- [if !supportLists]-->xi)     <!--[endif]-->Live load Max.Shear case              -LLSh

<!-- [if !supportLists]-->xii)    <!--[endif]-->Braking Force 1 side                      - BF1

<!-- [if !supportLists]-->xiii)   <!--[endif]-->Braking Force 2 side                      - BF2<!-- [if supportFields]> CITATION Niz23 \l 16393 <![endif]--> (Nizamuddin, 2023)<!-- [if supportFields]><![endif]-->

<!-- [if !supportLists]-->xiv)   <!--[endif]-->Seismic Case-in LL                          -EQL

<!-- [if !supportLists]-->xv)    <!--[endif]-->Seismic Case-in TT                         -EQT

<!-- [if !supportLists]-->xvi)   <!--[endif]-->Seismic Case-in V                          -EQV

<!-- [if !supportLists]-->xvii)  <!--[endif]-->Water force                                  -HFL.

1.  Adding to effect condition (No water is present)

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF

Temperature Leading (L for Leading, A-for Accompanying)

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR+1.2LLS1+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR+1.2LLS2+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF+1.2LLS1+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF+1.2LLS2+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLR(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLM(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLSh(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLR(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLM(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLSh(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLR(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLR(A)1.2LLS1(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLM(A) 1.2LLS1(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLSh(A) 1.2LLS1(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLR(A) 1.2LLS1(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLM(A) 1.2LLS1(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLSh(A) 1.2LLS1(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLR(A)1.2LLS2(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLM(A) 1.2LLS2(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLSh(A) 1.2LLS2(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLR(A) 1.2LLS2(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLM(A) 1.2LLS2(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLSh(A) 1.2LLS2(A)+++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLR(L)1.2LLS2(A)+1.15BF1(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLM(L) 1.2LLS2(A) +1.15BF1(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLSh(L) 1.2LLS2(A) +1.15BF1(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLR(L) 1.2LLS2(A) +1.15BF1(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLM(L) 1.2LLS2(A) +1.15BF1(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLSh(A) 1.2LLS2(A) +1.15BF1(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLR(A)1.2LLS2(A)+1.15BF2(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLM(A) 1.2LLS2(A) +1.15BF2(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLSh(A) 1.2LLS2(A) +1.15BF2(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLR(A) 1.2LLS2(A) +1.15BF2(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLM(A) 1.2LLS2(A) +1.15BF2(A)++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLSh(A) 1.2LLS2(A) +1.15BF2(A++

Live load Leading: ( L for Leading, A-for Accompanying)

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLR(L)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLM(L)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLSh(L)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLR(L)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLM(L)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLSh(L)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLR(L)1.2LLS1(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLM(L) 1.2LLS1(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLSh(L) 1.2LLS1(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLR(L) 1.2LLS1(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLM(L) 1.2LLS1(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLSh(L) 1.2LLS1(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLR(L)1.2LLS2(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLM(L) 1.2LLS2(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLSh(L) 1.2LLS2(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLR(L) 1.2LLS2(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLM(L) 1.2LLS2(A)+++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLSh(L) 1.2LLS2(A)+++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLR(L)1.2LLS2(A)+1.15BF1(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLM(L) 1.2LLS2(A) +1.15BF1(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLSh(L) 1.2LLS2(A) +1.15BF1(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLR(L) 1.2LLS2(A) +1.15BF1(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLM(L) 1.2LLS2(A) +1.15BF1(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLSh(L) 1.2LLS2(A) +1.15BF1(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLR(L)1.2LLS2(A)+1.15BF2(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLM(L) 1.2LLS2(A) +1.15BF2(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLSh(L) 1.2LLS2(A) +1.15BF2(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLR(L) 1.2LLS2(A) +1.15BF2(A)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLM(L) 1.2LLS2(A) +1.15BF2(A)++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLSh(L) 1.2LLS2(A) +1.15BF2(A)++

Braking force leading( L for Leading, A-for Accompanying)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.15LLR(L)1.2LLS2(A)+1.5BF1(L)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.15LLM(L) 1.2LLS2(A) +1.5BF1(L)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.15LLSh(L) 1.2LLS2(A) +1.5BF1(L)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.15LLR(L) 1.2LLS2(A) +1.5BF1(L)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.15LLM(L) 1.2LLS2(A) +1.5BF1(L)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.15LLSh(A) 1.2LLS2(A) +1.5BF1(L)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.15LLR(A)1.2LLS2(A)+1.5BF2(L)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.15LLM(A) 1.2LLS2(A) +1.5BF2(L)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.15LLSh(A) 1.2LLS2(A) +1.5BF2(L)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.15LLR(A) 1.2LLS2(A) +1.5BF2(L)++

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.15LLM(A) 1.2LLS2(A) +1.5BF2(L)++

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.15LLSh(A) 1.2LLS2(A) +1.5BF2(L++

2.1 Adding to effect with water

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF+1.0HFL

Temperature Leading (L for Leading, A-for Accompanying)

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR+1.2LLS1+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR+1.2LLS2+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF+1.2LLS1+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF+1.2LLS2+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLR(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLM(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLSh(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLR(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLM(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLSh(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLR(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLR(A)+1.2LLS1(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLM(A) +1.2LLS1(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLSh(A) +1.2LLS1(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLR(A) +1.2LLS1(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLM(A) +1.2LLS1(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLSh(A) +1.2LLS1(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLR(A)+1.2LLS2(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLM(A) +1.2LLS2(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLSh(A) +1.2LLS2(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLR(A) +1.2LLS2(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLM(A) +1.2LLS2(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLSh(A) +1.2LLS2(A)+1.0HFL

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLR(L)+1.2LLS2(A)+1.15BF1(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLM(L) +1.2LLS2(A) +1.15BF1(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLSh(L) +1.2LLS2(A) +1.15BF1(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLR(L) +1.2LLS2(A) +1.15BF1(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLM(L) +1.2LLS2(A) +1.15BF1(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLSh(A) +1.2LLS2(A) +1.15BF1(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLR(A)+1.2LLS2(A)+1.15BF2(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLM(A) +1.2LLS2(A) +1.15BF2(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TR(L)+1.15LLSh(A) +1.2LLS2(A) +1.15BF2(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLR(A) +1.2LLS2(A) +1.15BF2(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLM(A) +1.2LLS2(A) +1.15BF2(A)

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+1.5TF(L)+1.15LLSh(A) +1.2LLS2(A) +1.15BF2(A

Live load Leading: ( L for Leading, A-for Accompanying)

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLR(L)+1.0HFL+

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLM(L)+1.0HFL+

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLSh(L)+1.0HFL+

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLR(L)+1.0HFL+

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLM(L)+1.0HFL+

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLSh(L)+1.0HFL+

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLR(L)+1.2LLS1(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLM(L) +1.2LLS1(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLSh(L) +1.2LLS1(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLR(L) +1.2LLS1(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLM(L) +1.2LLS1(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLSh(L) +1.2LLS1(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLR(L)+1.2LLS2(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLM(L) +1.2LLS2(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLSh(L) +1.2LLS2(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLR(L) +1.2LLS2(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLM(L) +1.2LLS2(A)+1.0HFL

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLSh(L) +1.2LLS2(A)+1.0HFL

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLR(L)+1.2LLS2(A)+1.15BF1(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLM(L) +1.2LLS2(A) +1.15BF1(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLSh(L) +1.2LLS2(A) +1.15BF1(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLR(L) +1.2LLS2(A) +1.15BF1(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLM(L) +1.2LLS2(A) +1.15BF1(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLSh(L) +1.2LLS2(A) +1.15BF1(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLR(L)+1.2LLS2(A)+1.15BF2(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLM(L) +1.2LLS2(A) +1.15BF2(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.5LLSh(L) +1.2LLS2(A) +1.15BF2(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLR(L) +1.2LLS2(A) +1.15BF2(A)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLM(L) +1.2LLS2(A) +1.15BF2(A)

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.5LLSh(L) +1.2LLS2(A) +1.15BF2(A)

Braking force leading(L for Leading, A-for Accompanying)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.15LLR(L)+1.2LLS2(A)+1.5BF1(L)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.15LLM(L) +1.2LLS2(A) +1.5BF1(L)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.15LLSh(L) +1.2LLS2(A) +1.5BF1(L)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.15LLR(L) +1.2LLS2(A) +1.5BF1(L)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.15LLM(L) +1.2LLS2(A) +1.5BF1(L)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.15LLSh(A) +1.2LLS2(A) +1.5BF1(L)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.15LLR(A)+1.2LLS2(A)+1.5BF2(L)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.15LLM(A) +1.2LLS2(A) +1.5BF2(L)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TR(A)+1.15LLSh(A) +1.2LLS2(A) +1.5BF2(L)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.15LLR(A) +1.2LLS2(A) +1.5BF2(L)

·         1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.15LLM(A) +1.2LLS2(A) +1.5BF2(L)

·        1.35DL+1.35SIDL1+1.75SIDL2+1.5EP+0.9TF(A)+1.15LLSh(A) +1.2LLS2(A) +1.5BF2(L

 

 

2  Relieving the effect no water

·        1DL+1SIDL1+1SIDL2+1EP+

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF

Temperature Leading (L for Leading, A-for Accompanying)

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR+1.2LLS1+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR+1.2LLS2+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF+1.2LLS1+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF+1.2LLS2+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLR(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLM(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLSh(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLR(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLM(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLSh(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLR(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLR(A)1.2LLS1(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLM(A) 1.2LLS1(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLSh(A) 1.2LLS1(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLR(A) 1.2LLS1(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLM(A) 1.2LLS1(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLSh(A) 1.2LLS1(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLR(A)1.2LLS2(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLM(A) 1.2LLS2(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLSh(A) 1.2LLS2(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLR(A) 1.2LLS2(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLM(A) 1.2LLS2(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLSh(A) 1.2LLS2(A)+++

·         1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLR(L)1.2LLS2(A)+1.15BF1(A)++

·         1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLM(L) 1.2LLS2(A) +1.15BF1(A)++

·         1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLSh(L) 1.2LLS2(A) +1.15BF1(A)++

·         1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLR(L) 1.2LLS2(A) +1.15BF1(A)++

·         1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLM(L) 1.2LLS2(A) +1.15BF1(A)++

·         1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLSh(A) 1.2LLS2(A) +1.15BF1(A)++

·         1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLR(A)1.2LLS2(A)+1.15BF2(A)++

·         1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLM(A) 1.2LLS2(A) +1.15BF2(A)++

·         1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLSh(A) 1.2LLS2(A) +1.15BF2(A)++

·         1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLR(A) 1.2LLS2(A) +1.15BF2(A)++

·         1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLM(A) 1.2LLS2(A) +1.15BF2(A)++

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLSh(A) 1.2LLS2(A) +1.15BF2(A++

Live load Leading: (L for Leading, A-for Accompanying)

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLR(L)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLM(L)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLSh(L)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLR(L)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLM(L)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLSh(L)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLR(L)1.2LLS1(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLM(L) 1.2LLS1(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLSh(L) 1.2LLS1(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLR(L) 1.2LLS1(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLM(L) 1.2LLS1(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLSh(L) 1.2LLS1(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLR(L)1.2LLS2(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLM(L) 1.2LLS2(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLSh(L) 1.2LLS2(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLR(L) 1.2LLS2(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLM(L) 1.2LLS2(A)+++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLSh(L) 1.2LLS2(A)+++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLR(L)1.2LLS2(A)+1.15BF1(A)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLM(L) 1.2LLS2(A) +1.15BF1(A)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLSh(L) 1.2LLS2(A) +1.15BF1(A)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLR(L) 1.2LLS2(A) +1.15BF1(A)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLM(L) 1.2LLS2(A) +1.15BF1(A)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLSh(L) 1.2LLS2(A) +1.15BF1(A)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLR(L)1.2LLS2(A)+1.15BF2(A)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLM(L) 1.2LLS2(A) +1.15BF2(A)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLSh(L) 1.2LLS2(A) +1.15BF2(A)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLR(L) 1.2LLS2(A) +1.15BF2(A)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLM(L) 1.2LLS2(A) +1.15BF2(A)++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLSh(L) 1.2LLS2(A) +1.15BF2(A)++

Braking force leading (L for Leading, A-for Accompanying)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.15LLR(L)1.2LLS2(A)+1.5BF1(L)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.15LLM(L) 1.2LLS2(A) +1.5BF1(L)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.15LLSh(L) 1.2LLS2(A) +1.5BF1(L)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.15LLR(L) 1.2LLS2(A) +1.5BF1(L)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.15LLM(L) 1.2LLS2(A) +1.5BF1(L)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.15LLSh(A) 1.2LLS2(A) +1.5BF1(L)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.15LLR(A)1.2LLS2(A)+1.5BF2(L)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.15LLM(A) 1.2LLS2(A) +1.5BF2(L)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.15LLSh(A) 1.2LLS2(A) +1.5BF2(L)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.15LLR(A) 1.2LLS2(A) +1.5BF2(L)++

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.15LLM(A) 1.2LLS2(A) +1.5BF2(L)++

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.15LLSh(A) 1.2LLS2(A) +1.5BF2(L++

 

 

 

2.1 Relieving the effect with water

·        1DL+1SIDL1+1SIDL2+1EP+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF+1.0HFL

Temperature Leading (L for Leading, A-for Accompanying)

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR+1.2LLS1+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR+1.2LLS2+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF+1.2LLS1+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF+1.2LLS2+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLR(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLM(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLSh(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLR(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLM(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLSh(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLR(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLR(A)+1.2LLS1(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLM(A) +1.2LLS1(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLSh(A) +1.2LLS1(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLR(A) +1.2LLS1(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLM(A) +1.2LLS1(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLSh(A) +1.2LLS1(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLR(A)+1.2LLS2(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLM(A) +1.2LLS2(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLSh(A) +1.2LLS2(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLR(A) +1.2LLS2(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLM(A) +1.2LLS2(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLSh(A) +1.2LLS2(A)+1.0HFL

·         1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLR(L)+1.2LLS2(A)+1.15BF1(A)

·         1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLM(L) +1.2LLS2(A) +1.15BF1(A)

·         1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLSh(L) +1.2LLS2(A) +1.15BF1(A)

·         1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLR(L) +1.2LLS2(A) +1.15BF1(A)

·         1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLM(L) +1.2LLS2(A) +1.15BF1(A)

·         1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLSh(A) +1.2LLS2(A) +1.15BF1(A)

·         1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLR(A)+1.2LLS2(A)+1.15BF2(A)

·         1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLM(A) +1.2LLS2(A) +1.15BF2(A)

·         1DL+1SIDL1+1SIDL2+1EP+1.5TR(L)+1.15LLSh(A) +1.2LLS2(A) +1.15BF2(A)

·         1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLR(A) +1.2LLS2(A) +1.15BF2(A)

·         1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLM(A) +1.2LLS2(A) +1.15BF2(A)

·        1DL+1SIDL1+1SIDL2+1EP+1.5TF(L)+1.15LLSh(A) +1.2LLS2(A) +1.15BF2(A

Live load Leading: (L for Leading, A-for Accompanying)

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLR(L)+1.0HFL+

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLM(L)+1.0HFL+

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLSh(L)+1.0HFL+

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLR(L)+1.0HFL+

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLM(L)+1.0HFL+

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLSh(L)+1.0HFL+

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLR(L)+1.2LLS1(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLM(L) +1.2LLS1(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLSh(L) +1.2LLS1(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLR(L) +1.2LLS1(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLM(L) +1.2LLS1(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLSh(L) +1.2LLS1(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLR(L)+1.2LLS2(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLM(L) +1.2LLS2(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLSh(L) +1.2LLS2(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLR(L) +1.2LLS2(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLM(L) +1.2LLS2(A)+1.0HFL

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLSh(L) +1.2LLS2(A)+1.0HFL

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLR(L)+1.2LLS2(A)+1.15BF1(A)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLM(L) +1.2LLS2(A) +1.15BF1(A)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLSh(L) +1.2LLS2(A) +1.15BF1(A)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLR(L) +1.2LLS2(A) +1.15BF1(A)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLM(L) +1.2LLS2(A) +1.15BF1(A)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLSh(L) +1.2LLS2(A) +1.15BF1(A)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLR(L)+1.2LLS2(A)+1.15BF2(A)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLM(L) +1.2LLS2(A) +1.15BF2(A)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.5LLSh(L) +1.2LLS2(A) +1.15BF2(A)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLR(L) +1.2LLS2(A) +1.15BF2(A)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLM(L) +1.2LLS2(A) +1.15BF2(A)

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.5LLSh(L) +1.2LLS2(A) +1.15BF2(A)

Braking force leading(L for Leading, A-for Accompanying)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.15LLR(L)+1.2LLS2(A)+1.5BF1(L)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.15LLM(L) +1.2LLS2(A) +1.5BF1(L)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.15LLSh(L) +1.2LLS2(A) +1.5BF1(L)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.15LLR(L) +1.2LLS2(A) +1.5BF1(L)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.15LLM(L) +1.2LLS2(A) +1.5BF1(L)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.15LLSh(A) +1.2LLS2(A) +1.5BF1(L)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.15LLR(A)+1.2LLS2(A)+1.5BF2(L)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.15LLM(A) +1.2LLS2(A) +1.5BF2(L)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TR(A)+1.15LLSh(A) +1.2LLS2(A) +1.5BF2(L)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.15LLR(A) +1.2LLS2(A) +1.5BF2(L)

·         1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.15LLM(A) +1.2LLS2(A) +1.5BF2(L)

·        1DL+1SIDL1+1SIDL2+1EP+0.9TF(A)+1.15LLSh(A) +1.2LLS2(A) +1.5BF2(L

 

 

<!-- [if !supportLists]-->·         <!--[endif]-->For SLS  Rare Combination: (As per IRC:6-2017, Table-B.3): -

 

2.1 Adding to effect no water

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF+

Temperature Leading (L for Leading, A-for Accompanying)

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR+0.8LLS1+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR+0.8LLS2+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF+0.8LLS1+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF+0.8LLS2+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLR(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLM(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLSh(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLR(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLM(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLSh(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLR(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLR(A)+0.8LLS1(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLM(A) +0.8LLS1(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLSh(A) +0.8LLS1(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLR(A) +0.8LLS1(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLM(A) +0.8LLS1(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLSh(A) +0.8LLS1(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLR(A)+0.8LLS2(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLM(A) +0.8LLS2(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLSh(A) +0.8LLS2(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLR(A) +0.8LLS2(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLM(A) +0.8LLS2(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLSh(A) +0.8LLS2(A)+

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLR(L)+0.8LLS2(A)+0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLM(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLSh(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLR(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLM(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLSh(A) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLR(A)+0.8LLS2(A)+0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLM(A) +0.8LLS2(A) +0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLSh(A) +0.8LLS2(A) +0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLR(A) +0.8LLS2(A) +0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLM(A) +0.8LLS2(A) +0.75BF2(A)

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLSh(A) +0.8LLS2(A) +0.75BF2(A

Live load Leading: (L for Leading, A-for Accompanying)

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLR(L)++

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLM(L)++

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLSh(L)++

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLR(L)++

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLM(L)++

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLSh(L)++

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLR(L)+0.8LLS1(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLM(L) +0.8LLS1(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLSh(L) +0.8LLS1(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLR(L) +0.8LLS1(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLM(L) +0.8LLS1(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLSh(L) +0.8LLS1(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLR(L)+0.8LLS2(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLM(L) +0.8LLS2(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLSh(L) +0.8LLS2(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLR(L) +0.8LLS2(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLM(L) +0.8LLS2(A)+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLSh(L) +0.8LLS2(A)+

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLR(L)+0.8LLS2(A)+0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLM(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLSh(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLR(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLM(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLSh(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLR(L)+0.8LLS2(A)+0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLM(L) +0.8LLS2(A) +0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLSh(L) +0.8LLS2(A) +0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLR(L) +0.8LLS2(A) +0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLM(L) +0.8LLS2(A) +0.75BF2(A)

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLSh(L) +0.8LLS2(A) +0.75BF2(A)

Braking force leading(L for Leading, A-for Accompanying)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+0.75AAR(A)+0.8LLS2(A)+1.0BF1(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+0.75AAM(A) +0.8LLS2(A) +1.0BF1(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+0.75AASh(A) +0.8LLS2(A) +1.0BF1(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+0.75AAR(A) +0.8LLS2(A) +1.0BF1(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+0.75AAM(A) +0.8LLS2(A) +1.0BF1(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+0.75AASh(A) +0.8LLS2(A) +1.0BF1(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+0.75AAR(A)+0.8LLS2(A)+1.0BF2(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+0.75AAM(A) +0.8LLS2(A) +1.0BF2(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+0.75AASh(A) +0.8LLS2(A) +1.0BF2(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+0.75AAR(A) +0.8LLS2(A) +1.0BF2(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+0.75AAM(A) +0.8LLS2(A) +1.0BF2(L)

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+0.75AASh(A) +0.8LLS2(A) +1.0BF2(L

2.1 Adding to effect with water

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF+1.0HFL

Temperature Leading (L for Leading, A-for Accompanying)

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR+0.8LLS1+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR+0.8LLS2+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF+0.8LLS1+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF+0.8LLS2+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLR(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLM(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLSh(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLR(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLM(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLSh(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLR(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLR(A)+0.8LLS1(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLM(A) +0.8LLS1(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLSh(A) +0.8LLS1(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLR(A) +0.8LLS1(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLM(A) +0.8LLS1(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLSh(A) +0.8LLS1(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLR(A)+0.8LLS2(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLM(A) +0.8LLS2(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLSh(A) +0.8LLS2(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLR(A) +0.8LLS2(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLM(A) +0.8LLS2(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLSh(A) +0.8LLS2(A)+1.0HFL

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLR(L)+0.8LLS2(A)+0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLM(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLSh(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLR(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLM(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLSh(A) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLR(A)+0.8LLS2(A)+0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLM(A) +0.8LLS2(A) +0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TR(L)+0.75LLSh(A) +0.8LLS2(A) +0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLR(A) +0.8LLS2(A) +0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLM(A) +0.8LLS2(A) +0.75BF2(A)

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+1.0TF(L)+0.75LLSh(A) +0.8LLS2(A) +0.75BF2(A

 

Live load Leading: (L for Leading, A-for Accompanying)

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLR(L)+1.0HFL+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLM(L)+1.0HFL+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLSh(L)+1.0HFL+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLR(L)+1.0HFL+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLM(L)+1.0HFL+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLSh(L)+1.0HFL+

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLR(L)+0.8LLS1(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLM(L) +0.8LLS1(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLSh(L) +0.8LLS1(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLR(L) +0.8LLS1(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLM(L) +0.8LLS1(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLSh(L) +0.8LLS1(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLR(L)+0.8LLS2(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLM(L) +0.8LLS2(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLSh(L) +0.8LLS2(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLR(L) +0.8LLS2(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLM(L) +0.8LLS2(A)+1.0HFL

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLSh(L) +0.8LLS2(A)+1.0HFL

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLR(L)+0.8LLS2(A)+0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLM(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLSh(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLR(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLM(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLSh(L) +0.8LLS2(A) +0.75BF1(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLR(L)+0.8LLS2(A)+0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLM(L) +0.8LLS2(A) +0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TR(A)+1.0LLSh(L) +0.8LLS2(A) +0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLR(L) +0.8LLS2(A) +0.75BF2(A)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLM(L) +0.8LLS2(A) +0.75BF2(A)

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.6TF(A)+1.0LLSh(L) +0.8LLS2(A) +0.75BF2(A)

Braking force leading( L for Leading, A-for Accompanying)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.9TR(A)+0.75LLR(Acc)+0.8LLS2(A)+1.0BF1(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.9TR(A)+0.75LLM(Acc) +0.8LLS2(A) +1.0BF1(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.9TR(A)+0.75LLSh(Acc) +0.8LLS2(A) +1.0BF1(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.9TF(A)+0.75LLR(Acc) +0.8LLS2(A) +1.0BF1(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.9TF(A)+0.75LLM(Acc) +0.8LLS2(A) +1.0BF1(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.9TF(A)+0.75LLSh(Acc) +0.8LLS2(A) +1.0BF1(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.9TR(A)+0.75LLR(Acc)+0.8LLS2(A)+1.0BF2(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.9TR(A)+0.75LLM(Acc) +0.8LLS2(A) +1.0BF2(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.9TR(A)+0.75LLSh(Acc) +0.8LLS2(A) +1.0BF2(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.9TF(A)+0.75LLR(Acc) +0.8LLS2(A) +1.0BF2(L)

·         1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.9TF(A)+0.75LLM(Acc) +0.8LLS2(A) +1.0BF2(L)

·        1.0DL+1.0SIDL1.0+1.2SIDL2+1.0EP+0.9TF(A)+0.75LLSh(Acc) +0.8LLS2(A) +1.0BF2(L

The number and depth of piles for a flyover or any structure are determined by a complex interplay of various factors related to the site, design, and construction requirements.

The following are some of the key factors that can impact the number of piles and their depth: -

<!-- [if !supportLists]-->i)       <!--[endif]-->Soil Conditions:      

The type and properties of the soil at the construction site have a significant impact on pile design. Soil bearing capacity, depth to bedrock or hard strata, soil composition, and soil settlement characteristics are crucial considerations.

<!-- [if !supportLists]-->ii)      <!--[endif]-->Load Requirements:

The design loads imposed by the flyover, including dead loads (structural weight), live loads (traffic and pedestrian loads), wind loads, and seismic loads, play a crucial role in determining the number and capacity of piles.

<!-- [if !supportLists]-->iii)     <!--[endif]-->Foundation Type:

Different foundation types (e.g., shallow foundations, deep foundations) have varying requirements for the number and depth of piles. Deep foundations, such as driven or drilled piles, are typically used when the soil at shallow depths cannot support the loads.

<!-- [if !supportLists]-->iv)     <!--[endif]-->Design Standards and Codes:

Adherence to local building codes and design standards is essential. These standards specify safety factors, load combinations, and design criteria that impact the depth and number of piles required.

<!-- [if !supportLists]-->v)      <!--[endif]-->Pile Spacing:

The spacing between piles is a critical factor. It affects the load distribution, lateral stability, and overall performance of the foundation. Spacing is determined based on factors like pile capacity and design loads.

<!-- [if !supportLists]-->vi)     <!--[endif]-->Environmental Conditions:

Environmental factors such as groundwater levels, flood risk, and soil erosion can influence pile design. Pile depth may be adjusted to account for high water tables or flooding potential.

<!-- [if !supportLists]-->vii)    <!--[endif]-->Geological Features:

Geological features, such as fault lines or the presence of soft or expansive soils, can affect pile design. These features may necessitate deeper piles or specialized foundation solutions.

<!-- [if !supportLists]-->viii)  <!--[endif]-->Construction Constraints:

Site-specific constraints, such as access for construction equipment, neighbouring structures, and environmental protection requirements, can influence the number and placement of piles.

<!-- [if !supportLists]-->ix)     <!--[endif]-->Cost Considerations:

Budget constraints and construction costs can impact pile design. Optimizing the number and depth of piles while ensuring structural safety is a crucial balance.

<!-- [if !supportLists]-->x)      <!--[endif]-->Future Expansion and Maintenance:

Consideration of future expansion plans or maintenance requirements may influence the foundation design. Piles may need to be designed to accommodate potential future changes.

<!-- [if !supportLists]-->xi)     <!--[endif]-->Seismic Considerations:

In seismically active regions, the seismic hazard and design response spectrum are essential factors. The depth and number of piles may be adjusted to resist seismic forces.

<!-- [if !supportLists]-->xii)  <!--[endif]-->Design Life:

The intended design life of the flyover can influence foundation design. Longer design lives may require more conservative designs and potentially deeper piles.

It's essential to conduct a thorough geotechnical investigation, perform structural and geotechnical analyses, and work with experienced engineers to consider all these factors when determining the optimal number and depth of piles for a flyover project. The goal is to ensure the safety, stability, and long-term performance of the structure while efficiently utilizing resources.

 

<!-- [if !supportLists]-->2.     <!--[endif]-->Fixing the diameter of a Well in a deep Foundation in a River:

Fixing the diameter of a well in a deep foundation in a river involves careful planning, engineering, and construction to ensure the stability and performance of the foundation.

Here are the steps to fix the diameter of a well in a deep foundation in a river:

<!-- [if !supportLists]-->·        <!--[endif]-->Site Investigation:

Conduct a thorough site investigation to gather information about the soil and geotechnical conditions at the riverbed. This will help determine the appropriate size and design of the well.

<!-- [if !supportLists]-->·        <!--[endif]-->Geotechnical Analysis:

Perform geotechnical analysis to understand the bearing capacity and soil properties at the riverbed. This information will be critical in selecting the well diameter and design.

<!-- [if !supportLists]-->·        <!--[endif]-->Load Analysis:

Determine the load-bearing requirements for the deep foundation. This includes considering the weight of the structure, live loads, environmental factors, and any potential future developments. The diameter of the well should be designed to support these loads.

<!-- [if !supportLists]-->·        <!--[endif]-->Design the Well Diameter:

Based on the geotechnical analysis and load requirements, work with a structural engineer or geotechnical engineer to design the diameter of the well. The well should be sized to distribute the load safely and prevent excessive settlement.

<!-- [if !supportLists]-->·        <!--[endif]-->Consider Safety Factors:

Apply appropriate safety factors to ensure that the well's diameter can handle unforeseen variations in load and soil conditions. Common safety factors include factors for load, soil, and material properties.

 

<!-- [if !supportLists]-->·        <!--[endif]-->Design the Well Structure:

Determine the type of well structure that will be used, such as drilled shafts, caissons, or piles. Design the well's reinforcement and specify the concrete or other construction materials needed.

<!-- [if !supportLists]-->·        <!--[endif]-->Construct the Well:

Construct the well according to the approved design and specifications. Ensure that construction is carried out with precision and that quality control measures are in place.

<!-- [if !supportLists]-->·        <!--[endif]-->Testing and Inspection:

Conduct load testing and inspections during and after construction to verify that the well meets the design specifications and can safely support the intended loads.

<!-- [if !supportLists]-->·        <!--[endif]-->Monitor Settlement:

Implement a monitoring system to track settlement and other performance parameters of the well over time. This will help detect any issues early and allow for timely corrective measures if necessary.

<!-- [if !supportLists]-->·        <!--[endif]-->Maintenance and Rehabilitation:

Regularly inspect and maintain the well to ensure its long-term integrity and performance. If any issues arise, consider rehabilitation or strengthening measures.

<!-- [if !supportLists]-->·        <!--[endif]-->Environmental Considerations:

Be mindful of the environmental impact of the well construction in a river. Follow all environmental regulations and best practices to minimize disruption to the ecosystem.

<!-- [if !supportLists]-->·        <!--[endif]-->Consult Professionals:

Throughout the process, consult with experienced geotechnical and structural engineers who specialize in deep foundations and riverbed construction. Their expertise is crucial for a successful project.

Remember that fixing the diameter of a well in a deep foundation is a complex engineering task that requires careful consideration of site-specific conditions and engineering principles. It's essential to follow industry standards and regulations and seek professional guidance to ensure the safety and effectiveness of the deep foundation in a river environment.

<!-- [if !supportLists]-->·        <!--[endif]-->These are the listed load which acts on the structure: -

<!-- [if !supportLists]-->i)        <!--[endif]-->Deed load                                     -DL

<!-- [if !supportLists]-->ii)       <!--[endif]-->Super-Imposed Load                      -SIDL-1 (CB/Footpath)

<!-- [if !supportLists]-->iii)      <!--[endif]-->Super-Imposed Load                      -SIDL-2 (Wearing Coat)

<!-- [if !supportLists]-->iv)      <!--[endif]-->Earth Pressure                               -EP

<!-- [if !supportLists]-->v)       <!--[endif]-->Temperature Rise                          -TR

<!-- [if !supportLists]-->vi)      <!--[endif]-->Temperature Fall                           -TF

<!-- [if !supportLists]-->vii)     <!--[endif]-->Live Load Surcharge (1 side)          -LLS-1

<!-- [if !supportLists]-->viii)   <!--[endif]-->Live Load Surcharge (2 side)          -LLS-2     

<!-- [if !supportLists]-->ix)     <!--[endif]-->Live load Max. Reaction                -LLR

<!-- [if !supportLists]-->x)      <!--[endif]-->Live load Max. moment case          -LLM

<!-- [if !supportLists]-->xi)     <!--[endif]-->Live load Max.Shear case              -LLSh

<!-- [if !supportLists]-->xii)    <!--[endif]-->Braking Force 1 side                      - BF1

<!-- [if !supportLists]-->xiii)   <!--[endif]-->Braking Force 2 side                      - BF2

<!-- [if !supportLists]-->xiv)   <!--[endif]-->Seismic Case-in LL                          -EQL

<!-- [if !supportLists]-->xv)    <!--[endif]-->Seismic Case-in TT                         -EQT

<!-- [if !supportLists]-->xvi)   <!--[endif]-->Seismic Case-in V                          -EQV

<!-- [if !supportLists]-->xvii)  <!--[endif]-->Water force                                  -HFL.

 

<!-- [if !supportLists]-->·         <!--[endif]-->For ULS combination: (As per IRC:6-2017, Table-B2): -

Same as above case for load combination.

<!-- [if !supportLists]-->·        <!--[endif]-->Theses are following factors that can impact the diameter of well and as well its depth: -

The diameter and depth of a well for a river bridge foundation are influenced by various factors related to the site conditions, bridge design, and engineering considerations.

 Here are some of the key factors that impact the diameter and depth of a well in a river bridge foundation:

<!-- [if !supportLists]-->·        <!--[endif]-->Geotechnical Conditions:

<!-- [if !supportLists]-->i)       <!--[endif]-->Soil Type:

The type and properties of the soil or bedrock at the riverbed significantly affect the well diameter and depth. Soils with low bearing capacity may require larger and deeper wells to provide adequate support.

<!-- [if !supportLists]-->ii)     <!--[endif]-->Bearing Capacity:

The bearing capacity of the foundation soil or bedrock must be sufficient to support the loads imposed by the bridge. If the bearing capacity is low, larger wells or deeper foundations may be needed.

<!-- [if !supportLists]-->·        <!--[endif]-->Bridge Design and Loading:

<!-- [if !supportLists]-->i)       <!--[endif]-->Bridge Span and Length:

The length and span of the bridge determine the magnitude of the loads that the foundation must support. Longer spans may require larger and deeper wells.

<!-- [if !supportLists]-->ii)      <!--[endif]-->Live Loads:

Consideration must be given to the anticipated live loads on the bridge, including traffic loads, pedestrians, and any special loads, as they influence the foundation size.

<!-- [if !supportLists]-->iii)     <!--[endif]-->Environmental Loads:

Environmental factors such as flooding, ice flows, and debris impact the foundation design and may necessitate larger or more robust foundations.

<!-- [if !supportLists]-->iv)     <!--[endif]-->Water Level Variations:

Seasonal and river flow variations can affect the water level, which, in turn, affects the foundation design. Deeper foundations may be required to account for fluctuations in water levels.

<!-- [if !supportLists]-->·        <!--[endif]-->Bridge Alignment and Geometry:

The alignment and geometry of the bridge, such as its curvature and alignment with the riverbed, can impact the foundation design. Unique geometries may require custom well sizes.

<!-- [if !supportLists]-->·        <!--[endif]-->Structural Requirements:

The type of bridge structure (e.g., beam, arch, suspension) and the materials used influence the foundation design. Heavier or more complex structures may require larger foundations.

<!-- [if !supportLists]-->·        <!--[endif]-->Local Regulations and Codes:

Local building codes, environmental regulations, and safety standards may prescribe certain minimum requirements for foundation size and depth that must be adhered to.

<!-- [if !supportLists]-->·        <!--[endif]-->Environmental Impact:

Minimizing the environmental impact of bridge construction is crucial. The size and depth of the well may be adjusted to mitigate disruption to the riverbed and aquatic habitat.

<!-- [if !supportLists]-->·        <!--[endif]-->Construction Techniques:

The construction methods and equipment available for well installation can affect the practicality of certain well sizes and depths.

<!-- [if !supportLists]-->·        <!--[endif]-->Budget and Cost Considerations:

Budget constraints may influence the choice of foundation type and size. Balancing structural requirements with cost considerations is essential.

<!-- [if !supportLists]-->·        <!--[endif]-->Maintenance and Long-Term Stability:

Consideration should be given to the long-term stability and maintenance of the foundation. A deeper and larger well may provide greater long-term stability.

<!-- [if !supportLists]-->·        <!--[endif]-->Safety Factors:

Engineers typically apply safety factors to ensure that the foundation can safely support loads and withstand unforeseen conditions. These factors can influence the size and depth of the well.

<!-- [if !supportLists]-->·        <!--[endif]-->Soil Erosion and Scour:

If the riverbed is susceptible to erosion or scour, additional depth or protective measures may be required to prevent the undermining of the foundation.

The design of the well diameter and depth in a river bridge foundation is a complex process that requires a thorough understanding of site-specific conditions and engineering expertise. It involves a careful balance between structural requirements, safety, environmental considerations, and budget constraints to ensure the successful construction and long-term stability of the bridge. Engineers and geotechnical experts play a critical role in making these determinations.

 

Question :3

What is free standing length in a pile system & how to determine this.

Also list all the applicable code clauses from IRC & IS codes.

Answer:

The Determination of “Free-standing length of Pile” System: -

The “free-standing length” of a pile in a pile system refers to the portion of the pile that extends above the ground or water level and is not embedded in the ground or substrate. It is an essential parameter to consider when designing a pile foundation, as it determines the effective length of the pile available to resist loads and provide stability to the structure.

The determination of the “free-standing length” of a pile is typically outlined in engineering codes and standards, such as the Indian Standard IS 2911 (Part 1/Sec 2): "Design and Construction of Pile Foundations - Code of Practice." This standard provides guidelines for the design and construction of pile foundations in India.

The specific procedure for determining the free-standing length of a pile can be found in the relevant section of the code, which, as of my last knowledge update in September 2021, is IS 2911 (Part 1/Sec 2). However, please note that codes and standards are periodically updated, and it's important to refer to the latest version of the code for the most up-to-date information and procedures.

Here is a general outline of how the “free-standing length” of a pile is determined in a typical pile foundation design, which may align with IS 2911 (Part 1/Sec 2) or other applicable codes:

To determine the free-standing length of a pile in a pile system, we need to consider several factors:-

<!-- [if !supportLists]-->·        <!--[endif]-->Design Load Requirements:

The first step is to determine the design loads that the pile foundation must support. These loads could be vertical loads from the structure above (e.g., building, bridge), lateral loads (e.g., wind, earthquake), or a combination of both. The magnitude and type of loads will influence the pile length.

<!-- [if !supportLists]-->·        <!--[endif]-->Soil and Geotechnical Conditions:

The geotechnical properties of the soil or bedrock at the site play a crucial role in determining the pile length. You'll need to conduct soil investigations and geotechnical studies to understand factors like bearing capacity, soil type, and depth to bedrock.

<!-- [if !supportLists]-->·        <!--[endif]-->Load Distribution:

Consider how the loads will be distributed to the piles. Piles may be arranged in clusters or rows, and the load distribution pattern will affect the length of individual piles.

<!-- [if !supportLists]-->·        <!--[endif]-->Safety Factors:

Apply appropriate safety factors to ensure the piles can safely support the design loads. Safety factors account for uncertainties in soil properties, construction quality, and other variables.

<!-- [if !supportLists]-->·        <!--[endif]-->Pile Type and Material:

The type of pile used (e.g., driven piles, drilled shafts) and the material (e.g., concrete, steel) will impact the pile's load-bearing capacity. Different pile types and materials have different load-bearing characteristics.

<!-- [if !supportLists]-->·        <!--[endif]-->Environmental Considerations:

Consider environmental factors such as water level variations, scour potential, and exposure to corrosive conditions, which may affect the pile length and the need for protective measures.

<!-- [if !supportLists]-->·        <!--[endif]-->Dynamic Loading:

If the structure is subject to dynamic loading, such as from heavy machinery or seismic events, the pile length may need to be adjusted to account for the dynamic response of the piles.

<!-- [if !supportLists]-->·        <!--[endif]-->Construction Methods:

The construction method used to install the piles can influence the available length. Some methods may allow for greater penetration into the ground, while others may have limitations.

<!-- [if !supportLists]-->·        <!--[endif]-->Local Codes and Standards:

Always adhere to local building codes, industry standards, and engineering guidelines, which may specify minimum requirements for pile length based on factors like soil type and structural loads.

·        Testing and Analysis:

Conduct pile load tests or use analytical methods like static analysis or dynamic analysis to refine the determination of the required pile length. Load tests can help verify the actual behaviour of the piles in response to applied loads.

The process of determining the free-standing length of piles in a pile system is complex and requires a detailed geotechnical and structural analysis. It often involves collaboration between geotechnical engineers, structural engineers, and other specialists. The goal is to ensure that the piles provide the necessary support and stability for the structure while considering site-specific conditions and safety factors.

 ·        The determination of the” free-standing length” of a pile is typically outlined in engineering codes and standards, using Indian Standard IS 2911 (Part 1/Sec 2) & IRC:78-2014: "Design and Construction of Pile Foundations - Code of Practice."

The important Clauses, we shall be taken from IRC:78 & IS:2911 Code.

The Following clauses are below: -

<!-- [if !supportLists]-->i)        <!--[endif]-->Discharge & Depth of Scour for Foundation Design         -IRC:78-2014, Cl.703

<!-- [if !supportLists]-->ii)       <!--[endif]-->Sub-surface Exploration                                               - IRC:78-2014, Cl.704

<!-- [if !supportLists]-->iii)      <!--[endif]-->Depth of Foundation for Well                                        - IRC:78-2014, Cl.705.3

<!-- [if !supportLists]-->iv)      <!--[endif]-->Depth of Foundation for Pile                                         - IRC:78-2014, Cl.705.4

<!-- [if !supportLists]-->v)       <!--[endif]-->Loads, Forces, Stability & Stresses                                -IRC:78-2014, Cl.705.6

<!-- [if !supportLists]-->vi)      <!--[endif]-->Geo-technical capacity for Piles                                     - IRC:78-2014, Cl.709.3

              

 

Question:3

What will be the impact of free-standing length on the full length of the pile?

Roughly determine no. of piles on abutment of height 5 m and width of 12 m.

Vertical capacity – 250 tonnes

Horizontal capacity-35 tonnes

 

 Answer:

The impact of free-standing length on the full length of a pile primarily depends on the specific context and application in which the pile is being used. Piles are often used in construction and civil engineering projects, and the choice of pile length and type is influenced by various factors. Free-standing length can be an important consideration in this context.

Here are a few potential scenarios to consider: -

<!-- [if !supportLists]-->·        <!--[endif]-->Structural Integrity:

In structural applications, such as building foundations or retaining walls, the length of the pile must be sufficient to reach a load-bearing stratum or soil layer that can support the intended loads. The free-standing length (the portion of the pile above the ground or water level) can impact the overall structural integrity. If the free-standing length is too short, it may affect the stability and strength of the structure. Engineers must calculate the necessary pile length to ensure that it extends deep enough to provide the required support.

<!-- [if !supportLists]-->·        <!--[endif]-->Environmental Factors:

In waterfront or marine construction, the free-standing length of piles is critical to accommodate changes in water levels due to tides, waves, or other environmental factors. Piles need to be long enough so that they remain submerged even during low tide or adverse weather conditions to prevent damage or instability. Insufficient free-standing length could lead to problems like erosion or structural damage.

<!-- [if !supportLists]-->·        <!--[endif]-->Aesthetic Considerations:

In some cases, the free-standing length of piles might be adjusted for aesthetic reasons. For example, in pier or boardwalk construction, architects and designers may choose to have a certain portion of the pile above the water level to create a specific visual effect or to accommodate boat docking. In such cases, the impact on full length might be a deliberate design choice.

<!-- [if !supportLists]-->·        <!--[endif]-->Cost and Material Considerations:

Longer piles are generally more expensive and require more materials. Engineers and project managers may consider cost-effectiveness when deciding on the free-standing length of piles. Reducing the free-standing length while ensuring structural integrity can help control costs.

<!-- [if !supportLists]-->·        <!--[endif]-->Environmental Regulations:

Environmental regulations and permits may dictate the allowable length of free-standing piles in certain areas, especially in ecologically sensitive environments. Compliance with these regulations is crucial to avoid environmental damage and legal issues.

In summary, the impact of free-standing length on the full length of a pile varies depending on the specific requirements of the project. Engineers and designers must carefully consider factors such as structural integrity, environmental conditions, aesthetics, cost, and regulatory constraints when determining the appropriate free-standing and overall pile length for a given application.

 

 

<!-- [if !supportLists]-->·        <!--[endif]-->To Determine the required Number of Pile in the foundation:

After that, 1^st of all calculation of all loads such as dead, Live, SIDL, Earth Pressure etc. 

Given Data:

Vertical Load                                         =          250 T

Horizontal Load                                     =          35T

Assume, Total load from the structure                    =          4000T

 

No. of Pile= Total load from structure/Vertical load

                 

No. of Pile=4000/250=16 no.

Therefore, the total required pile in foundation is 16 Nos.

 

 

Question:4

List out failures in deep foundations and their remedies as per the codal provisions.

What all construction parameters need to be taken care of before planning a deep foundation.

Answer:

Failures in deep foundations can occur due to various factors, including design errors, construction issues, material properties, and unforeseen site conditions. Remedies for these failures often involve adhering to codal provisions and industry best practices.

Below are some common failures in deep foundations and their remedies in accordance with codal provisions:

·        Bearing Capacity Failure:

Failure:

The foundation fails to support the applied loads, leading to excessive settlement or instability.

Remedy:

Increase the pile size, increase pile depth, or use higher capacity piles to meet the required bearing capacity. Ensure that soil testing and analysis are conducted per relevant standards to accurately assess soil properties.

<!-- [if !supportLists]-->·        <!--[endif]-->Excessive Settlement:

Failure:

The foundation settles more than allowable limits, compromising the structure's stability.

Remedy:

Implement appropriate settlement analysis methods specified in relevant codes. Increase pile diameter or length to reduce settlement. Use settlement-reducing techniques like preloading or vertical drains.

<!-- [if !supportLists]-->·        <!--[endif]-->Lateral Movement:

Failure:

Piles deflect excessively or move laterally, risking structural integrity.

Remedy:

Design the foundation to resist lateral loads, considering soil properties, pile spacing, and pile diameter, as specified in relevant codes. Implement lateral support measures such as batter piles or tiebacks.

<!-- [if !supportLists]-->·        <!--[endif]-->Pile Corrosion:

Failure:

Piles corrode over time, reducing their load-bearing capacity.

Remedy:

Use corrosion-resistant materials or coatings as per the applicable standards. Implement cathodic protection systems where necessary to prevent corrosion.

<!-- [if !supportLists]-->·        <!--[endif]-->Construction Errors:

Failure:

Poor construction practices result in misalignment or damage to piles.

Remedy:

Follow construction and installation procedures specified in the relevant codes and standards, including proper pile driving techniques, alignment checks, and quality control measures.

<!-- [if !supportLists]-->·        <!--[endif]-->Geotechnical Uncertainty:

Failure:

Unforeseen soil conditions or changes during construction can lead to foundation problems.

Remedy:

Conduct thorough geotechnical investigations and testing, and follow recommendations provided by geotechnical engineers. Be prepared for potential contingencies during construction.

<!-- [if !supportLists]-->·        <!--[endif]-->Inadequate Load Testing:

Failure:

Inadequate load testing during pile installation may result in underestimating pile capacity.

Remedy:

Perform load tests in accordance with relevant standards and codes to accurately assess pile capacity. Adjust the design if necessary, based on load test results.

<!-- [if !supportLists]-->·        <!--[endif]-->Code Non-Compliance:

Failure:

Deviations from code requirements and standards during design or construction can lead to foundation failures.

Remedy:

Ensure strict compliance with the relevant building & structure codes, standards, and specifications. Engage qualified professionals with expertise in deep foundation design and construction.

<!-- [if !supportLists]-->·        <!--[endif]-->Seismic Failures:

Failure:

Inadequate consideration of seismic forces can result in foundation failures during earthquakes.

Remedy:

Design foundations to resist seismic loads as per seismic design codes and guidelines. Consider factors like soil liquefaction potential, lateral load capacity, and pile reinforcement.

<!-- [if !supportLists]-->·        <!--[endif]-->Erosion and Scour:

Failure:

Erosion or scour around the foundation can undermine its stability.

Remedy:

Protect the foundation against erosion and scour by implementing appropriate measures, such as riprap, scour aprons, or armor layers, as specified in relevant standards.

The specific remedies for deep foundation failures may vary depending on local building codes and regulations, as well as project-specific requirements and site conditions. It's essential to engage experienced geotechnical and structural engineers and adhere to the relevant codal provisions and industry standards to prevent and address foundation failures effectively.

 

<!-- [if !supportLists]-->·        <!--[endif]-->What all construction parameters need to be taken care of before planning a deep foundation:

Planning a deep foundation involves careful consideration of various construction parameters to ensure the stability, safety, and effectiveness of the foundation.

Before planning a deep foundation: -

The following construction parameters need to be considered:

<!-- [if !supportLists]-->·        <!--[endif]-->Geotechnical Investigation:

Conduct a comprehensive geotechnical investigation to understand the soil and rock conditions at the construction site. Collect data on soil types, bearing capacity, settlement characteristics, groundwater levels, and potential hazards like liquefaction or expansive soils.

 ·        Load Requirements:

Determine the expected loads that the foundation will need to support, including dead loads, live loads, environmental loads (e.g., wind, seismic), and any special loads or dynamic forces. These loads are critical for selecting the appropriate foundation type and size.

<!-- [if !supportLists]-->·        <!--[endif]-->Foundation Type Selection:

Choose the most suitable type of deep foundation for the specific site and load conditions. Common types include driven piles, drilled shafts, micropiles, caissons, and helical piers.

<!-- [if !supportLists]-->·        <!--[endif]-->Pile Material and Size:

Select the material and size of the piles based on the structural requirements, soil conditions, and load-bearing capacity. Consider factors like concrete strength, steel grade, and corrosion resistance.

<!-- [if !supportLists]-->·        <!--[endif]-->Pile Spacing and Arrangement:

Determine the spacing and arrangement of piles within the foundation system. Proper spacing ensures uniform load distribution and stability.

<!-- [if !supportLists]-->·        <!--[endif]-->Pile Installation Method:

Decide on the method for installing the piles, whether it's driven, drilled, augered, or another technique. The method may depend on site conditions and construction equipment available.

<!-- [if !supportLists]-->·        <!--[endif]-->Construction Equipment and Access:

Ensure that the construction site has suitable access for heavy equipment required for pile installation. Consider factors like crane capacity, pile driving equipment, and clearance for equipment movement.

<!-- [if !supportLists]-->·        <!--[endif]-->Construction Sequence:

Develop a construction sequence plan that outlines the order of operations for foundation construction. This plan should consider factors like pile installation, excavation, concrete pouring, and any required curing times.

<!-- [if !supportLists]-->·        <!--[endif]-->Quality Control and Testing:

Establish a quality control program to monitor the materials, construction processes, and workmanship. Conduct pile load testing as needed to verify capacity.

<!-- [if !supportLists]-->·        <!--[endif]-->Safety Measures:

 Implement comprehensive safety measures to protect workers and ensure safe construction practices. Follow relevant safety regulations and guidelines.

<!-- [if !supportLists]-->·        <!--[endif]-->Environmental Considerations:

Address environmental concerns and comply with environmental regulations. Implement erosion control, sediment management, and other measures to minimize the environmental impact of construction activities.

<!-- [if !supportLists]-->·        <!--[endif]-->Permitting and Regulatory Compliance:

Obtain all necessary permits and approvals from local authorities and regulatory agencies. Ensure that the foundation design and construction meet all applicable building codes and standards.

<!-- [if !supportLists]-->·        <!--[endif]-->Project Schedule:

Develop a construction schedule that accounts for the time required for deep foundation installation and any associated curing or settling periods. Coordinate the schedule with other project activities.

<!-- [if !supportLists]-->·        <!--[endif]-->Cost Estimation:

Prepare a detailed cost estimate for the deep foundation construction, including materials, labor, equipment, and any contingencies.

<!-- [if !supportLists]-->·        <!--[endif]-->Contingency Plans:

Develop contingency plans to address unexpected challenges or issues that may arise during construction, such as unexpected soil conditions or equipment failures.

<!-- [if !supportLists]-->·        <!--[endif]-->Quality Assurance:

Implement a quality assurance program to ensure that the constructed deep foundation meets the design specifications and performance requirements.

Taking these construction parameters into account before planning a deep foundation project helps ensure that the foundation is designed and constructed effectively, safely, and within budget while meeting the structural and geotechnical requirements of the project. Collaboration with experienced geotechnical and structural engineers is essential for successful deep foundation planning and execution.