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Ministry of Education, Govt. Unseen passages may contain one or many paragraphs. This is one of the important yet easy parts for a student to get marks. Students should thoroughly study and understand the passage to answer the related questions.
The unseen passages are there just to test the Curvatures shall include free-field soil strains modified for soil-foundation-structure interaction coupled with foundation element deformations associated with earthquake loads imparted to the foundation by the structure.
Exception: Deep foundation elements that satisfy the following additional detailing requirements shall be deemed to comply with the curvature capacity requirements of this section. The allowable stresses for materials used in deep foundation elements shall not exceed those specified in Table The allowable compressive stress in the concrete shall be permitted to be increased as specified in Table Use of allowable stresses greater than those specified in Section Such substantiating data shall include the following:.
The design and installation of the deep foundation elements shall be under the direct supervision of a registered design professional knowledgeable in the field of soil mechanics and deep foundations who shall submit a report to the building official stating that the elements as installed satisfy the design criteria. It shall be permitted to evaluate load tests of deep foundation elements using any of the following methods:. Where required by the design, the uplift capacity of a single deep foundation element shall be determined by an approved method of analysis based on a minimum factor of safety of three or by load tests conducted in accordance with ASTM D The maximum allowable uplift load shall not exceed the ultimate load capacity as determined in Section Exception: Where uplift is due to wind or seismic loading, the minimum factor of safety shall be two where capacity is determined by an analysis and one and one-half where capacity is determined by load tests.
For grouped deep foundation elements subjected to uplift, the allowable uplift load for the group shall be calculated by a generally accepted method of analysis. Where the deep foundation elements in the group are placed at a center-to-center spacing less than three times the least horizontal dimension of the largest single element, the allowable uplift load for the group is permitted to be calculated as the lesser of:.
The allowable axial design load, P a , of helical piles shall be determined as follows:. Where deep foundation elements are installed through subsiding fills or other subsiding strata and derive support from underlying firmer materials, consideration shall be given to the downward frictional forces potentially imposed on the elements by the subsiding upper strata.
Where the influence of subsiding fills is considered as imposing loads on the element, the allowable stresses specified in this chapter shall be permitted to be increased where satisfactory substantiating data are submitted. Cast-in-place or grouted-in-place deep foundation elements without a permanent casing shall have a specified diameter of not less than 12 inches mm.
The element length shall not exceed 30 times the specified diameter. Exception: The length of the element is permitted to exceed 30 times the specified diameter, provided that the design and installation of the deep foundations are under the direct supervision of a registered design professional knowledgeable in the field of soil mechanics and deep foundations.
The registered design professional shall submit a report to the building official stating that the elements were installed in compliance with the approved construction documents. Steel pipes and tubes used as deep foundation elements shall have a nominal outside diameter of not less than 8 inches mm.
Where steel pipes or tubes are driven open ended, they shall have not less than 0. Where a pipe or tube with wall thickness less than 0. Splices shall be constructed so as to provide and maintain true alignment and position of the component parts of the deep foundation element during installation and subsequent thereto and shall be designed to resist the axial and shear forces and moments occurring at the location of the splice during driving and for design load combinations.
Where deep foundation elements of the same type are being spliced, splices shall develop not less than 50 percent of the bending strength of the weaker section. Where deep foundation elements of different materials or different types are being spliced, splices shall develop the full compressive strength and not less than 50 percent of the tension and bending strength of the weaker section.
Where structural steel cores are to be spliced, the ends shall be milled or ground to provide full contact and shall be full-depth welded. Splices occurring in the upper 10 feet mm of the embedded portion of an element shall be designed to resist at allowable stresses the moment and shear that would result from an assumed eccentricity of the axial load of 3 inches 76 mm , or the element shall be braced in accordance with Section For structures assigned to Seismic Design Category C, D, E or F splices of deep foundation elements shall develop the lesser of the following:.
Longitudinal steel shall be arranged in a symmetrical pattern and be laterally tied with steel ties or wire spiral spaced center to center as follows:. The effective prestress in the pile shall be not less than psi 2. Effective prestress shall be based on an assumed loss of 30, psi MPa in the prestressing steel. The tensile stress in the prestressing steel shall not exceed the values specified in ACI For structures assigned to Seismic Design Category D, E or F, precast prestressed piles shall have transverse reinforcement in accordance with the following:.
Where the transverse reinforcement consists of circular spirals, the volumetric ratio of spiral transverse reinforcement in the ductile region shall comply with the following:.
This required amount of spiral reinforcement is permitted to be obtained by providing an inner and outer spiral. Exception: The minimum spiral reinforcement required by Equation shall not apply in cases where the design includes full consideration of load combinations specified in ASCE 7, Section 2. In such cases, minimum spiral reinforcement shall be as specified in Section Where transverse reinforcement consists of rectangular hoops and cross ties, the total cross-sectional area of lateral transverse reinforcement in the ductile region with spacing, s , and perpendicular dimension, h c , shall conform to:.
The hoops and cross ties shall be equivalent to deformed bars not less than No. Rectangular hoop ends shall terminate at a corner with seismic hooks.
Outside of the length of the pile requiring transverse confinement reinforcing, the spiral or hoop reinforcing with a volumetric ratio not less than one-half of that required for transverse confinement reinforcing shall be provided. For structures assigned to Seismic Design Category C, D, E, or F, the maximum factored axial load on precast prestressed piles subjected to a combination of seismic lateral force and axial load shall not exceed the following values:.
For SI:. Reinforcement where required shall be assembled and tied together and shall be placed in the deep foundation element as a unit before the reinforced portion of the element is filled with concrete. Where a structure is assigned to Seismic Design Category C, reinforcement shall be provided in accordance with Section For structures assigned to Seismic Design Category C, cast-in-place deep foundation elements shall be reinforced as specified in this section. Reinforcement shall be provided where required by analysis.
Not fewer than four longitudinal bars, with a minimum longitudinal reinforcement ratio of 0. The minimum reinforced length of the element shall be taken as the greatest of the following:. Spacing of transverse reinforcement shall not exceed the smaller of 6 inches mm or 8-longitudinal-bar diameters, within a distance of three times the least element dimension from the bottom of the pile cap. Spacing of transverse reinforcement shall not exceed 16 longitudinal bar diameters throughout the remainder of the reinforced length.
For structures assigned to Seismic Design Category D, E or F, cast-in-place deep foundation elements shall be reinforced as specified in this section. Transverse reinforcement shall consist of closed ties or spirals not smaller than No. Throughout the remainder of the reinforced length outside the regions with transverse confinement reinforcement, as specified in Section Socketed drilled shafts shall have a permanent pipe or tube casing that extends down to bedrock and an uncased socket drilled into the bedrock, both filled with concrete.
Socketed drilled shafts shall have reinforcement or a structural steel core for the length as indicated by an approved method of analysis. The depth of the rock socket shall be sufficient to develop the full load-bearing capacity of the element with a minimum safety factor of two, but the depth shall be not less than the outside diameter of the pipe or tube casing.
The design of the rock socket is permitted to be predicated on the sum of the allowable load-bearing pressure on the bottom of the socket plus bond along the sides of the socket. Where a structural steel core is used, the gross cross-sectional area of the core shall not exceed 25 percent of the gross area of the drilled shaft. Splices shall comply with Section The steel pipe or tube shall have a minimum yield strength of 45, psi MPa and a minimum elongation of 15 percent as shown by mill certifications or two coupon test samples per 40, pounds 18 kg of pipe or tube.
For structures assigned to Seismic Design Category C, D, E or F, concrete deep foundation elements shall be connected to the pile cap by embedding the element reinforcement or field-placed dowels anchored in the element into the pile cap for a distance equal to their development length in accordance with ACI It shall be permitted to connect precast prestressed piles to the pile cap by developing the element prestressing strands into the pile cap provided that the connection is ductile.
For deformed bars, the development length is the full development length for compression, or tension in the case of uplift, without reduction for excess reinforcement in accordance with Section Alternative measures for laterally confining concrete and maintaining toughness and ductile-like behavior at the top of the element shall be permitted provided that the design is such that any hinging occurs in the confined region.
The minimum transverse steel ratio for confinement shall be not less than one-half of that required for columns. For resistance to uplift forces, anchorage of steel pipes, tubes or H-piles to the pile cap shall be made by means other than concrete bond to the bare steel section.
Concrete -filled steel pipes or tubes shall have reinforcement of not less than 0. For structures assigned to Seismic Design Category D, E or F, deep foundation element resistance to uplift forces or rotational restraint shall be provided by anchorage into the pile cap, designed considering the combined effect of axial forces due to uplift and bending moments due to fixity to the pile cap.
Anchorage shall develop not less than 25 percent of the strength of the element in tension. Anchorage into the pile cap shall comply with the following:. In the case of uplift, the anchorage shall be capable of developing the least of the following:.
The frictional force developed between the element and the soil multiplied by 1. Exception: The anchorage is permitted to be designed to resist the axial tension force resulting from the seismic load effects including overstrength factor in accordance with Section 2.
Where the vertical lateral-force-resisting elements are columns, the pile cap flexural strengths shall exceed the column flexural strength. The connection between batter piles and pile caps shall be designed to resist the nominal strength of the pile acting as a short column. Batter piles and their connection shall be designed to resist forces and moments that result from the application of seismic load effects including overstrength factor in accordance with Section 2.
Unless it can be demonstrated that equivalent restraint is provided by reinforced concrete beams within slabs on grade or reinforced concrete slabs on grade or confinement by competent rock, hard cohesive soils or very dense granular soils, ties shall be capable of carrying, in tension or compression, a force equal to the lesser of the product of the larger pile cap or column design gravity load times the seismic coefficient, SDS, divided by 10, and 25 percent of the smaller pile or column design gravity load.
Exception: In Group R-3 and U occupancies of light-frame construction , deep foundation elements supporting foundation walls , isolated interior posts detailed so the element is not subject to lateral loads or exterior decks and patios are not subject to interconnection where the soils are of adequate stiffness, subject to the approval of the building official. Micropile deep foundation elements shall be permitted to be formed in holes advanced by rotary or percussive drilling methods, with or without casing.
The elements shall be grouted with a fluid cement grout. The grout shall be pumped through a tremie pipe extending to the bottom of the element until grout of suitable quality returns at the top of the element. The following requirements apply to specific installation methods:. Sign Up.
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Working on a project with other people? You can edit, iterate, and research collaboratively. Upgrade your account to invite teammates. Building Code of Wyoming. Heads up : There are no amended sections in this chapter. Chapter 18 Soils and Foundations. User notes: About this chapter: Chapter 18 provides criteria for geotechnical and structural considerations in the selection, design and installation of foundation systems to support the loads imposed by the structure above.
P Add Comment. Section General. The provisions of this chapter shall apply to building and foundation systems. Section Design Basis. Allowable bearing pressures, allowable stresses and design formulas provided in this chapter shall be used with the allowable stress design load combinations specified in Section The quality and design of materials used structurally in excavations and foundations shall comply with the requirements specified in Chapters 16 , 19 , 21 , 22 and Excavations and fills shall comply with Chapter Section Geotechnical Investigations.
Geotechnical investigations shall be conducted in accordance with Section Where required by the building official or where geotechnical investigations involve in-situ testing, laboratory testing or engineering calculations, such investigations shall be conducted by a registered design professional.
Soil classification shall be based on observation and any necessary tests of the materials disclosed by borings, test pits or other subsurface exploration made in appropriate locations.
Additional studies shall be made as necessary to evaluate slope stability, soil strength , position and adequacy of load-bearing soils, the effect of moisture variation on soil-bearing capacity, compressibility, liquefaction and expansiveness. The scope of the geotechnical investigation including the number and types of borings or soundings, the equipment used to drill or sample, the in-situ testing equipment and the laboratory testing program shall be determined by a registered design professional.
The investigation procedure and apparatus shall be in accordance with generally accepted engineering practice. The registered design professional shall have a fully qualified representative on site during all boring or sampling operations. Geotechnical investigations shall be conducted as indicated in Sections Where the classification, strength or compressibility of the soil is in doubt or where a load-bearing value superior to that specified in this code is claimed, the building official shall be permitted to require that a geotechnical investigation be conducted.
Soils meeting all four of the following provisions shall be considered to be expansive, except that tests to show compliance with Items 1, 2 and 3 shall not be required if the test prescribed in Item 4 is conducted: Plasticity index PI of 15 or greater, determined in accordance with ASTM D More than 10 percent of the soil particles pass a No.
More than 10 percent of the soil particles are less than 5 micrometers in size, determined in accordance with ASTM D Where deep foundations will be used, a geotechnical investigation shall be conducted and shall include all of the following, unless sufficient data on which to base the design and installation is otherwise available: Recommended deep foundation types and installed capacities.
Recommended center-to-center spacing of deep foundation elements. Driving criteria. Installation procedures. Field inspection and reporting procedures to include procedures for verification of the installed bearing capacity where required.
Load test requirements. Suitability of deep foundation materials for the intended environment. Designation of bearing stratum or strata. Reductions for group action, where necessary. Where subsurface explorations at the project site indicate variations in the structure of rock on which foundations are to be constructed, a sufficient number of borings shall be drilled to sufficient depths to assess the competency of the rock and its load-bearing capacity.
Where excavation will reduce support from any foundation, a registered design professional shall prepare an assessment of the structure as determined from examination of the structure, the review of available design documents and, if necessary, excavation of test pits.
The registered design professional shall determine the requirements for underpinning and protection and prepare site -specific plans, details and sequence of work for submission.
Such support shall be provided by underpinning, sheeting and bracing, or by other means acceptable to the building official. Where shallow foundations will bear on compacted fill material more than 12 inches mm in depth, a geotechnical investigation shall be conducted and shall include all of the following: Specifications for the preparation of the site prior to placement of compacted fill material.
Specifications for material to be used as compacted fill. Test methods to be used to determine the maximum dry density and optimum moisture content of the material to be used as compacted fill. Maximum allowable thickness of each lift of compacted fill material. Field test method for determining the in-place dry density of the compacted fill.
Minimum acceptable in-place dry density expressed as a percentage of the maximum dry density determined in accordance with Item 3. Number and frequency of field tests required to determine compliance with Item 6. Where shallow foundations will bear on controlled low-strength material CLSM , a geotechnical investigation shall be conducted and shall include all of the following: Specifications for the preparation of the site prior to placement of the CLSM.
Specifications for the CLSM. Laboratory or field test method s to be used to determine the compressive strength or bearing capacity of the CLSM. Test methods for determining the acceptance of the CLSM in the field. Number and frequency of field tests required to determine compliance with Item 4. Where setbacks or clearances other than those required in Section Such an investigation shall include consideration of material, height of slope, slope gradient, load intensity and erosion characteristics of slope material.
For structures assigned to Seismic Design Category C, D, E or F, a geotechnical investigation shall be conducted, and shall include an evaluation of all of the following potential geologic and seismic hazards: Slope instability. Total and differential settlement. Surface displacement due to faulting or seismically induced lateral spreading or lateral flow.
Peak ground acceleration shall be determined based on one of the following: 2. In accordance with Section An assessment of potential consequences of liquefaction and soil strength loss including, but not limited to, the following: 3. Estimation of total and differential settlement. Lateral soil movement. Lateral soil loads on foundations. Reduction in foundation soil-bearing capacity and lateral soil reaction. Soil downdrag and reduction in axial and lateral soil reaction for pile foundations.
Increases in soil lateral pressures on retaining walls. Flotation of buried structures. Discussion of mitigation measures such as, but not limited to, the following: 4. Selection of appropriate foundation type and depths. Selection of appropriate structural systems to accommodate anticipated displacements and forces. Ground stabilization. Any combination of these measures and how they shall be considered in the design of the structure.
This geotechnical report shall include, but need not be limited to, the following information: A plot showing the location of the soil investigations. A complete record of the soil boring and penetration test logs and soil samples. A record of the soil profile. Elevation of the water table, if encountered. Recommendations for foundation type and design criteria, including but not limited to: bearing capacity of natural or compacted soil; provisions to mitigate the effects of expansive soils; mitigation of the effects of liquefaction, differential settlement and varying soil strength ; and the effects of adjacent loads.
Expected total and differential settlement. Deep foundation information in accordance with Section Special design and construction provisions for foundations of structures founded on expansive soils, as necessary.
Compacted fill material properties and testing in accordance with Section Controlled low-strength material properties and testing in accordance with Section Section Excavation, Grading and Fill.
Excavation for any purpose shall not reduce vertical or lateral support for any foundation or adjacent foundation without first underpinning or protecting the foundation against detrimental lateral or vertical movement, or both. Where underpinning is chosen to provide the protection or support of adjacent structures, the underpinning system shall be designed and installed in accordance with provisions of this chapter and Chapter Underpinning shall be installed in a sequential manner that protects the neighboring structure and the working construction site.
The sequence of installation shall be identified in the approved construction documents. Exception: CLSM need not be compacted. Exceptions: Where climatic or soil conditions warrant, the slope of the ground away from the building foundation shall be permitted to be reduced to not less than one unit vertical in 48 units horizontal 2-percent slope. Impervious surfaces shall be permitted to be sloped less than 2 percent where the surface is a door landing or ramp that is required to comply with Section In floodways , unless it has been demonstrated through hydrologic and hydraulic analyses performed by a registered design professional in accordance with standard engineering practice that the proposed grading or fill, or both, will not result in any increase in flood levels during the occurrence of the design flood.
In coastal high hazard areas , unless such fill is conducted or placed to avoid diversion of water and waves toward any building or structure. Where design flood elevations are specified but floodways have not been designated, unless it has been demonstrated that the cumulative effect of the proposed flood hazard area encroachment, when combined with all other existing and anticipated flood hazard area encroachment, will not increase the design flood elevation more than 1 foot mm at any point.
Where shallow foundations will bear on controlled low-strength material CLSM , the CLSM shall comply with the provisions of an approved geotechnical report, as set forth in Section Section Dampproofing and Waterproofing. Where a basement is considered a story above grade plane and the finished ground level adjacent to the basement wall is below the basement floor elevation for 25 percent or more of the perimeter, the floor and walls shall be dampproofed in accordance with Section The foundation drain shall be installed around the portion of the perimeter where the basement floor is below ground level.
The provisions of Sections The finished ground level of an under-floor space such as a crawl space shall not be located below the bottom of the footings.
Where there is evidence that the ground water table rises to within 6 inches mm of the ground level at the outside building perimeter, or that the surface water does not readily drain from the building site , the ground level of the under-floor space shall be as high as the outside finished ground level, unless an approved drainage system is provided.
Where the ground water table is lowered and maintained at an elevation not less than 6 inches mm below the bottom of the lowest floor , the floor and walls shall be dampproofed in accordance with Section The design of the system to lower the ground water table shall be based on accepted principles of engineering that shall consider, but not necessarily be limited to, permeability of the soil, rate at which water enters the drainage system, rated capacity of pumps, head against which pumps are to operate and the rated capacity of the disposal area of the system.
Where hydrostatic pressure will not occur as determined by Section Where the ground water investigation required by Section Prior to the application of waterproofing materials on concrete or masonry walls , the walls shall be prepared in accordance with Section Joints in walls and floors, joints between the wall and floor and penetrations of the wall and floor shall be made watertight utilizing approved methods and materials.
Where a hydrostatic pressure condition does not exist, dampproofing shall be provided and a base shall be installed under the floor and a drain installed around the foundation perimeter. A subsoil drainage system designed and constructed in accordance with Section A drain shall be placed around the perimeter of a foundation that consists of gravel or crushed stone containing not more than percent material that passes through a No. The drain shall extend not less than 12 inches mm beyond the outside edge of the footing.
The thickness shall be such that the bottom of the drain is not higher than the bottom of the base under the floor, and that the top of the drain is not less than 6 inches mm above the top of the footing. The top of the drain shall be covered with an approved filter membrane material.
Where a drain tile or perforated pipe is used, the invert of the pipe or tile shall not be higher than the floor elevation. The top of joints or the top of perforations shall be protected with an approved filter membrane material.
The pipe or tile shall be placed on not less than 2 inches 51 mm of gravel or crushed stone complying with Section The floor base and foundation perimeter drain shall discharge by gravity or mechanical means into an approved drainage system that complies with the International Plumbing Code. The presumptive load-bearing values provided in Table The values of vertical foundation pressure and lateral bearing pressure given in Table The load-bearing values used in design for supporting soils near the surface shall not exceed the values specified in Table Where the building official has reason to doubt the classification, strength or compressibility of the soil, the requirements of Section Presumptive load-bearing values shall apply to materials with similar physical characteristics and dispositions.
Mud, organic silt, organic clays, peat or unprepared fill shall not be assumed to have a presumptive load-bearing capacity unless data to substantiate the use of such a value are submitted.
Exception: A presumptive load-bearing capacity shall be permitted to be used where the building official deems the load-bearing capacity of mud, organic silt or unprepared fill is adequate for the support of lightweight or temporary structures. Coefficient to be multiplied by the dead load. Cohesion value to be multiplied by the contact area , as limited by Section Where the presumptive values of Table The total resistance to lateral loads shall be permitted to be determined by combining the values derived from the lateral bearing pressure and the lateral sliding resistance specified in Table For clay, sandy clay, silty clay, clayey silt, silt and sandy silt, the lateral sliding resistance shall not exceed one-half the dead load.
The lateral bearing pressures specified in Table Foundation walls shall be designed and constructed in accordance with Sections Foundation walls shall be supported by foundations designed in accordance with Section Foundation walls shall be designed for the lateral soil loads set forth in Section Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground level.
Where an interior concrete slab-on- grade is provided and is in contact with the interior surface of the foundation wall , the unbalanced backfill height shall be permitted to be measured from the exterior finish ground level to the top of the interior concrete slab. Foundation walls of rough or random rubble stone shall be not less than 16 inches mm thick. Over these fountains also I perceived a place which had neither the firmament of heaven above it, nor the solid ground underneath it; neither was there water above it, nor anything on wing; but the spot was desolate.
And there I beheld seven stars, like great blazing mountains, and like spirits entreating me. Then the angel said, This place, until the consummation of heaven and earth, will be the prison of the stars, and the host of heaven.
The stars which roll over fire are those which transgressed the commandment of God before their time arrived; for they came not in their proper season. Therefore was He offended with them, and bound them, until the period of the consummation of their crimes in the secret year. Download for Kindle [. Download EPUB file. I surveyed the stone which supports the corners of the earth.
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