Saudi Building Code Requirements for Soils and Foundations

STNEMERIUQER EDOC GNIDLIUB IDUASSNOITADNUOF DNA SLIOS ROF

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303CBS

SAUDI BUILDING CODE NATIONAL COMMITTEE

CONSULTATION COMMITTEE

Structural

Mechanical

Plumbing

Administrative

Electrical

Architectural

Fire Safety

Seismicity

TECHNICALCOMMITTEES

:CCI

seiduts lacol tnaveleR .

sedoc eugael barA .

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International Building Code International Residential Code International Existing Building Code International Fire Code International Mechanical Code International Plumbing Code International Fuel Gas Code ..

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Chapters reviewed by the structural committee

CRITERIA FOR DEVELOPING RATIONAL AND APPLICABLE CODE

SCIENTIFIC BASESCOMPACT NOT VOLUMINOUSRELEVANT TO LOCAL ISSUESSIMPLIFIED WITHOUT UNWARRANTED COMPLEXTIESMINIMUM SHORTCOMINGS AND DEFICIENCIES

: Saudi Building Code

Structural Committee workshop

Towards rational and applicable code (s)

Criteria for developing anapplicable code OutputDivisions

Major problems thathinder applicability

Proposals forenhancing

applicability

Needed researchand data

Compact not voluminous

Relevant to national/ localissues

Simplified withoutunwarranted complexity

Minimum shortcomingsand deficiencies

ReinforcedConcrete

Loadingand forces

Steel

Testing andinspection

Masonry

Scientific bases

Aluminum wood

Soils andFoundations

GENERAL (0.25) FOUNDATION AND SOILS (1.5) EXCAVATION, GRADING AND FILL (1) ALLOWABLE LOAD-BEARING VALUES

OF SOILS (0.75) FOOTINGS AND FOUNDATIONS (8) RETAINING WALLS (0) DAMPPROOFING AND WATERPROOFING (1.5) PIER AND PILE FOUNDATIONS (12.5) DRIVEN PILE FOUNDATIONS CAST-IN-PLACE CONCRETE PILE

FOUNDATIONS COMPOSITE PILES PIER FOUNDATIONS

Out of the 8 pages for shallow footings, footings are covered in one page, Foundation walls in about 5 pages

The one page for footings covers concrete, masonry, and timber footings

of IBCof IBC

GENERAL REMAR KS ON CHAPTER 18

Site investigations need more guidelines

No provisions for collapsible soils

The section of retaining walls is merely one statement

Extensive emphasis is put on pile foundationsInsufficient coverage of shallow foundations

Coverage of shallow foundations devoted largely to foundation walls

Most provisions for seismic loading pertains to Categories D, E, and FSome irrelevant materials are scattered throughout the Chapter

CONCERNS WITH THE IBCINSUFFICIENCY (e.g. SITE INVESTIGATION)

NEGLECTION (e.g. COLLAPSIBLE SOILS)

PREFERENCE (e.g. SHALLOW VS. DEEP)

PRACTICE (e.g. DESIGN FOR EXPANSIVE SOILS)

OMISSION (e.g. RETAINING WALLS)

IRRELEVANCY (e.g. WOOD)

DEFICIENCY (e.g. IMPACT & VIBRATORY LOADS)

1802.2 Where Required. The owner or applicant shall submit a foundation and soils investigation to the building official where required in Sections 1802.2.1 through 1802.2.7. Geotechnical reports shall be prepared by a registered design professional. Recommendations included in the report and approved by the building official shall be incorporated in the construction documents.

INSUFFICIENCY (Site Investigation)

1802.4 Investigation. .. .. studies shall be made as necessary to evaluate .. compressibility, liquefaction, expansiveness, and Collapsibility.

1802.5 Soil boring and sampling. The soil boring and sampling procedure and apparatus shall be in accordance with generally accepted engineering practice. The registered design professional shall have a fully qualified representative on the site during boring and sampling operations.

INSUFFICIENCY (Site Investigation).(Cont.)

1802.4.1 Exploratory boring. The scope of the soil investigation Including the number and types of borings or soundings, the equipment used to drill and sample, the in-situ equipment and the laboratory testing program shall be determined by a registered design professional.

PREFERENCE (Foundation System)

RELEVANCY (Foundation System)..Cont.

1805.4.5 Timber footings. Timber footings are permitted for buildings of Type V construction 1805.4.6 Wood foundations. Wood foundation systems shall be designed and installed in accordance with AFPA Technical Report No. 7. .1809.1 Timber piles. Timber piles shall be designed in accordance with the AFPA NDS.

RELEVANCY (Foundation Material& Environment)(Cont.)

1805.2.1 Frost protection. Except where otherwise protected from frost, foundation walls, piers and.. Shall be protected from frost by one of the following .

1806.1 General.Retaining walls shall be designed to ensure stability against overturning,sliding,excessive foundation pressure and water uplift.Retaining walls shall be designed for a safety factor of 1.5 against lateral sliding and overturning.

OMISSION (Structure)

1802.3.2 Expansive soilsSubsection 1802.3.2 is amended by adding a new paragraph after item 4 to read as follows:

When the standard 60 pounds per square foot swell test is performed on any soil with a swell greater than 4 percent, it shall be considered expansive.

PRACTICE (Expansive Soils/Characterization)

PRACTICE (Expansive Soils/Foundation System)

DEFICIENCY (Loads)

1805.4.2.2 Footing seismic ties. Where a structure is assigned to Seismic Design Category D, E, or F in accordance with Section 1616, individual spread footings founded on soil defined in Section 1615.1.1 as Site Class E or F shall be interconnected by ties.

1805.4.1.2 Vibratory loads. Where machinery operations or other vibrations are transmitted through the foundation, consideration shall be given in the footing design to prevent detrimental disturbances of the soil.

RULES AND PROVISIONS OF MUNICIPALITIES

THE ARAB CODE

BEYOND THE IBCBEYOND THE IBC

THE JORDANIAN CODE

SEMI-GOVERMENTAL COMPANIES AND AGENCIES

TEN PARTS (1470 pages)

IN GENERAL TAKES THE FORM OF A MANUAL

NO REFERRAL TO OTHER STANDARDS OR SPECIFICATIONS

OVERLAPPING BETWEEN SOME CHAPTERS

DEEP FOUNDATIONS IS THOROUGHLY COVERED

WHAT ABOUT THE ARAB CODE?WHAT ABOUT THE ARAB CODE?

COVERS IRRELEVANT AREAS OF GEOTECH. ENGINEERING

CONSIDERS INSTRUMENTATIONS AND REMEDIES

NEW TOPICSENHANCED TOPICS

SITE INVESTIGATION

ISOLATED FOOTINGS

DESIGN FOR EXPANSIVESOILS

DESIGN FOR COLLAPSIBLEAND SABKHA SOILS

RETAINING WALLS

SPECIAL SHALLOW FOOTINGS

DESIGN FOR IMPACT AND VIBRATORY LOADS

EXCAVATIONS, GRADING AND FILL

NEEDS BEYOND THE IBCNEEDS BEYOND THE IBC

OMISSIONS AND ABBREVIATIONS

THOROUGHNESS

CONTEMPLATED ISSUES

CONCERNED PROFESSIONALS AND AGENCIES

ONE OR SEVERAL CODES

REFERRALS TO OTHER STANDARDS

STANDARDS AND SPECIFICATIONS FOR PROPOSED NEW SECTIONS

LENIENCY VS STRINGENCY

LOCAL PRACTICE AND TECHNOLOGICAL COMPETENCY

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Title Definitions 1

Site Investigation, Grading & Backfilling 2 Shallow Foundations 3 Deep Foundations 4

Characterization & Building on Expansive Soils 5 Characterization & Building on Collapsible Soils 6

Excavation & Retaining Walls 7 Foundations for Vibratory Loads 8

Dampprofing & Waterprofing 9

ENVSIONED CONTENTS FOR THE SAUDI BUILDING CODE REQUIREMENTS FOR SOILS AND FOUNDATIONS

CBI

EDOC GNIDLIUB IDUAS EHT ROF SECRUOS NIAMSNOITADNUOF DNA SLIOS ROF STNEMERIUQER

REINFORCED CONCRETEWORKGROUP

WORKGROUPS OF STRUCTURAL COMMITTEEWORKGROUPS OF STRUCTURAL COMMITTEE

SOILS AND FOUNDATIONSWORKGROUP

STEEL STRUCTURESWORKGROUP

LOADING AND FORCESWORKGROUP

MASONRY WORKGROUP

TESTING AND INSPECTIONSWORKGROUP

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Some Examples of Deletions, Revisions, and Additions to

the IBC

Active zone. The upper few meters of the soil deposit, which is affected by the seasonal moisture content variations.

1.3 DEFINITIONS. The following words and terms shall, for the purposes of this code, have the meanings shown herein. Borehole. Borehole is a hole made by boring into the ground

to study stratification, to obtain natural resources, or to release underground pressures.

Expansion Index. Expansion index is the percent volume change determined in accordance with ASTM-D4829 multiplied by fraction passing No. 4 sieve of the soil multiplied by 100.

New

GENERAL

SITE INVESTIGATIONS

Exception: The building official need not require a foundation or soils investigation where satisfactory data from adjacent areas is available that demonstrates an investigation is not necessary for any of the conditions in Sections 1802.2.1 through 1802.2.7.

No site investigation report is needed if the building meet the following combined criteria:1) The net applied load on the foundation is less than 50kPa2) There are no dynamic or vibratory loads on the building3) The footprint area of the building is less than 4x4 m2

4) Questionable soil is not suspected underneath the building 5) Cavities are not suspected under the footing of the building

New

Subsection 1802.2.3 is amended by deleting its exception without replacement.

Exception. A subsurface soil investigation shall not be required where waterproofing is provided in accordance with Section 1807.

SITE INVESTIGATIONS

2.2.4.1 Rock cavities. In areas likely to have rock cavities, the building official shall require site investigation to determine the sizes and locations of such cavities.

2.2.3 Ground-water table..

New

SITE INVESTIGATIONS

1802.2.2 Expansive soils. In areas likely to have expansive soil, the building official shall require soil tests to determine where such soils do exist.

2.2.2 Problematic soils. In areas likely to have expansive, collapsing, or sabkha soils, the building official shall require soil tests to determine where such soils do exist.

IBC

SBC303

2.3.3 Collapsible soils. Soils meeting all four of the following provisions shall be considered collapsible. Compliance with Items 1, 2 and 3 shall not be required if the test prescribed in Item 4 is conducted:

SITE INVESTIGATIONS

New

2.4.2 Number of boreholes. The minimum number of boreholes in a given site shall be taken in accordance Table 2.1 and its provisions. The values included in Table 2.1 shall be considered as minimum guideline.

2.4.3 Depth of boreholes. The depth of boreholes shall cover all strata likely to be affected by the loads from the building and adjacent buildings. The minimum depth of boreholes shall be taken from Table 2.1.

SITE INVESTIGATIONS

2.6 REPORTS

Introduction that shows the site location map, any other adjacent buildings, and utility lines.

Elevation of the water table, if encountered and recommended procedures for dewatering, if necessary.

Suitability of onsite soils for use as fill material .

Address, if applicable, the possible impacts on adjoining properties and mitigating measures to be undertaken.

SITE INVESTIGATIONS

A record of the soil profile. With the SPT values at the corresponding depths if soil is encountered. RQD and TCR values of rock core samples should be included in case rock is encountered.

Recommendations for foundation type and design criteria, including but not limited to: . provisions to mitigate the effects of problematic soils (expansive, collapsible, sabkha, etc.); mitigation of ... The recommendations for foundation design must be based on the facts stated in the report, i.e. on the borehole records and test data. They must not be based on conjecture.

3.2 Commencement. Excavation, grading and fill shall not be commenced without first having obtained a permit from the building official.

EXCAVATION, GRADING AND FILL

Exception: Permit shall not be required for the following:

1. Grading in an isolated, self-contained area if there is no apparent danger to private or public property.

2. Exploratory excavations under the direction of geotechnical engineers.

3. .

New

EXCAVATION, GRADING AND FILL

3.10.1 Oversized materials. No rock or similar irreducible material with a maximum dimension greater than 300 mm shall be buried or placed in fills within 1500 mm, measured vertically, from the bottom of the footing or lowest finished floor elevation, whichever is lower, within the building pad. Oversized fill material shall be placed so as to assure the filling of all voids with well-graded soil. Specific placement and inspection criteria shall be stated and continuous special inspections shall be carried out during the placement of any oversized fill material.

New

ALLOWABLE LOAD-BEARING

4.2 Presumptive load-bearing values. The maximum allowable foundation pressure for supporting soils shall not exceed the values specified in Table 1804.2 unless data to substantiate the use of a higher value are submitted and approved by the building official.

4.4 Computed load-bearing values. It shall be permitted to obtain the ultimate bearing capacity from appropriate laboratory and/or field tests including, but need not be limited to, standard penetration test conforming to ASTM 1586 and plate load test conforming to ASTM 1194. ..

New

Subject to the approval of the building official, it shall be permitted to use formulae in the computations of ultimate bearing capacity that are of common use in geotechnical engineering practice or based on a sound engineering judgment and subject to approval to the building official.

4.4.1 Effect of water table. The submerged unit weight shall be used as appropriate to determine the actual influence of the groundwater on the bearing capacity of the soil. The foundation design shall consider the buoyant forces when groundwater is above or expected to rise above the foundation level.

ALLOWABLE LOAD-BEARING

New

New

5.2 Depth of footings. The minimum depth of footing below the natural ground level shall not be less than 1200 mm for cohesionless soils, 1500 mm for silty and clay soils and 600 mm to 1200 mm for rocks depending on strength and integrity of the rock formations.

SPREAD FOOTINGS

1805.2 Depth of footings. The minimum depth of footings below the undisturbed ground surface shall be 12 inches (305

mm).

IBC

SBC303

5.4.1.2 Eccentric loads. When the footings are subjected to moments or eccentric loads, the maximum stresses shall not exceed the allowable bearing capacity of the soil specified in Chapter 4. The centeroid of

5.4.1.3 Inclined loads. For design of footings subjected to inclined loads, it shall be permitted to use the following simplified formula or any method of analysis, subject to the approval of the building official.

5.4.1.4 Adjacent loads. Where footings are placed at varying elevations the effect of adjacent loads shall be included in the footing design.

SPREAD FOOTINGS

New

1805.4.1 Design. Footings shall be so designed that the allowable bearing capacity of the soil is not exceeded, and that differential settlement is minimized.

54 pages in AC

1808.2.12 Settlement analysis. The settlement of piers, individual piles or groups of piles shall be estimated based on approved methods of analysis.

IBC

SPREAD FOOTINGS

5.4.1.5 Design settlements. Settlements shall be estimated by a registered design professional based on methods of analysis approved by the building official. The least value found from Tables 5.1 and 5.2 shall be taken as the allowable differential settlement.

TABLE 5.1MAXIMUM ALLOWABLE TOTAL SETTLEMENT

FOOTING TYPETOTAL SETTLEMENT

(mm)CLAY SAND

Spread Footings 60 40Mat Foundations 80 60

SBC303

SPREAD FOOTINGS

1808.2.8.6 Load-bearing capacity. Piers, individual piles and groups of piles .. Analysis shall show that no soil layer underlying the designated load-bearing layers causes the load-bearing capacity safety factor to be less than two.

SPREAD FOOTINGS

5.4.1.6 Factor of safety. Factor of safety shall not be less than 3 for permanent structures and 2 for temporary structures. Consideration shall be given to all possible circumstances including, but not limited to, flooding of foundation soil, removal of existing overburden by scour or excavation, and change in groundwater table level.

New

IBC

1806.1 General. Retaining walls shall be designed to ensure stability against overturning, sliding, excessive foundation pressure and water uplift.Retaining walls shall be designed for a safety factor of 1.5 against lateral sliding and overturning.

RETAINING WALLS

CHAPTER: 7 RETAINING WALLS

IBC

NewBased, in part (with appropriate modifications) on Design Manual 7.02, Foundations and Earth Structures Naval Facilities Engineering Command, 1986, and EM 1110-2-2502, Design and Construction of Retaining and Flood Walls, US Corps of Engineers, 1989.

CHAPTER: 8 COMBINED FOOTINGS AND MATS

CHAPTER: 10 DESIGN FOR COLLAPSIBLE SOILS

New

New

Based (with appropriate modifications) on ACI Committee 336.2R-88 Suggested Analysis and Design Procedures for Combined Footings and Mats .

Based (with appropriate modifications) on BREA Building Regulations for Eastern Arriyadh Sensitive Soils Arriyadh Development Authority, 1996.

CHAPTER: 12 DESIGN FOR VIBRATORY LOADS

CHAPTER: 11 DESIGN FOR SABKHA SOILSNew

New

Based (with appropriate modifications) on Structural Code, Royal Commission for Jubail and Yanbu, 1986 as well as on some published technical papers and reports.

Based (with appropriate modifications) on SAES-Q-007 Foundations and Supporting Structures for Heavy Machinery, Saudi Aramco Engineering Standards, Onshore Standards Committee, 2003.

10.1.1 Approval of special systems of design or construction. Sponsors of any system of design or construction within the scope of Chapter 10,

the adequacy of which has been shown by successful use or by analysis or test, but which

does not conform to or is not covered by Chapter 10, shall have the right to present that

data on which their design is based to the building official or to a board of examiners

appointed by the building official.

New

10.1.1 Approval of special systems of design or construction. This board shall be

composed of competent geotechnical and structural engineers and shall have authority to

investigate the data so submitted, to require tests, and to formulate rules governing design and construction of such systems to meet the

intent of Chapter 10. These rules when approved by the building official and promulgated shall be

of the same force as the provisions of Chapter 10.

New

9.3.2.1 Foundations Footing or foundation design need not comply with Section 9.3.2.1, 9.3.2.2, or 9.3.2.3 where the soil is removed in accordance with Section 9.3.3, nor where the building official approves stabilization of the soil in accordance with Section 9.3.4, nor where the superstructure is design by a registered design professional to accommodate the potential heave.

DESIGN FOR EXPANSIVE SOILS

9.3.2.1 Shallow foundations. Continuous or spread footings shall not be used on expansive soils unless the soil deposit has a low expansion potential, as determined in accordance with Table 9.1 or the superstructure is designed to account for the potential foundation movement. ..

New

TABLE 9.1 CLASSIFICATION OF EXPANSION POTENTIAL

Expansion Index (EI)a Expansion Potential0 20 Very low21 50 Low51 90 Medium91 130 High> 130 Very high

a. EI as per ASTM D 4829.


9.3.2.2 Slab-on-grade foundations. Slab-on-grade (Slab-on-ground) foundations on expansive soils shall be designed and constructed in accordance with WRI/CRSI Design of Slab-on-Ground Foundations.

A conventionally reinforced slab-on-grade foundation shall conform to applicable provisions of SBC 304, where applicable. .

All slab-on-grade foundations, shall be designed by a registered design professional having sufficient knowledge and experience in structural and foundation engineering.


9.3.2.3 Beam-on-drilled pier. The design provisions of Chapter 17 shall be expanded to include, but need not be limited to, the requirements of Sections 9.3.2.3.1 and 9.3.2.3.2.


9.3.3 Removal of expansive soil. Where expansive soil is removed in lieu of designing footings or foundations If the expansive strata are not entirely removed, the fill material shall be impermeable enough not to provide access for water into expansive grades or foundation soils.

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DESIGN FOR EXPANSIVE SOILS9.3.4 Stabilization. Where the active zone of expansive soils is stabilized in lieu of designing footings or foundations in accordance with Section 9.3.2.1, 9.3.2.2, or 9.3.2.3, the soil shall be stabilized by chemical, installation of moisture barriers, pre-wetting or other techniques designed by a geotechnical engineer knowledgeable in unsaturated soil mechanics and approved by the building official. In pre-wetting technique, the effect of strength loss shall be evaluated to ensure that strength criteria are met. Limitations and implementation procedures of the contemplated stabilization technique shall receive careful consideration and thorough evaluation.

13.5 Underground water-retention structures. Underground water-retention structures shall meet the provisions of Sections 13.5.1 through 13.5.4.

13.5.1 General requirements. All underground water-retention structures shall meet the following requirements:13.5.2 Design and construction. For design and constructions of underground water-retention structures, provisions of SBC 304 and ACI 350 Environmental Engineering Concrete Structures shall govern, where applicable.13.5.3 Waterproofing. All internal faces of an underground water-retention structure shall be waterproofed .

DAMPPROOFING AND WATERPROOFING

New

14.11 Piles in subsiding and calcareous areas 14.11.1 Piles in subsiding areas. Where piles are driven through subsiding fills or other subsiding strata and derive support from underlying firmer materials, consideration shall be given to the downward frictional forces that may be imposed on the piles by the subsiding upper strata.14.11.2 Piles in calcareous soils. Where piles are driven through calcareous soils and derive support from frictional forces developed between

PIER AND PILE FOUNDATIONS

New

Materials: Timber footings, Timber Foundations, Timber Piles.

EXAMPLES OF DELETED ITEMS

Environment: Frost protection

Local Practice: Post-tension foundation on expansive soils

14.8.3.1 Load test evaluation. It shall be permitted to evaluate pile load tests with any of the following methods:1. Davison Offset Limit.2. .3. .4. Other methods approved by the building official.

SPECILIATIES AND AUTHORITIES

9.3.4 Stabilization. Where the active zone of expansive soils is stabilized in lieu of designing footings or . the soil shall be stabilized by chemical, installation of moisture barriers, pre-wetting or other techniques designed by a geotechnical engineer knowledgeable in unsaturated soil mechanics and approved by the building official.

SPECILIATIES AND AUTHORITIESBuilding official Registered design professionalQualified inspectorApproved agencyAccepted engineering practice Acceptable principle of engineeringApproved method of analysisApproved formulaApproved methods or materials

Approved reportApproved manner

Approved construction document

THE SAUDI BUILDING CODE PART 3:Structural

SBC 301 Design Loads for Buildings and Structures

SBC 302 Structural Tests and Inspections

SBC 303 Soils and Foundations

SBC 304 Concrete Structures

SBC 305 Masonry Construction

SBC 306 Steel Structures

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303 CBS

CHAPTER: 1 GENERALCHAPTER: 2 SITE INVESTIGATIONS CHAPTER: 3 EXCAVATION, GRADING, FILL AND FILL CHAPTER: 4 ALLOWABLE LOAD-BEARING VALUES

OF SOILSCHAPTER: 5 SPREAD FOOTINGS CHAPTER: 6 FOUNDATION WALLS CHAPTER: 7 RETAINING WALLS CHAPTER: 8 COMBINED FOOTINGS AND MATS CHAPTER: 9 DESIGN FOR EXPANSIVE SOILS

THE SAUDI BUILDING CODE SBC 303: Soils and Foundations

CHAPTER: 10 DESIGN FOR COLLAPSIBLE SOILS CHAPTER: 11 DESIGN FOR SABKHA SOILSCHAPTER: 12 DESIGN FOR VIBRATORY LOADSCHAPTER: 13 DAMPPROOFING AND WATERPROOFING CHAPTER: 14 GENERAL REQUIREMENTS FOR PIER AND

PILE FOUNDATIONS CHAPTER: 15 DRIVEN PILE FOUNDATIONS CHAPTER: 16 CAST-IN-PLACE CONCRETE PILE

FOUNDATIONS CHAPTER: 17 CAST-IN-PLACE CONCRETE PILE

FOUNDATIONS

THE SAUDI BUILDING CODE SBC 303: Soils and Foundations

The Draft of SBC 303 was developed based on Chapter 18 of the (IBC) 2003 edition and by inclusions of excerpts from a number of national and international documents.

The committee included professionals from academia, governmental and semi-governmental agencies, and consulting firms.

Development of the SBC 303 draft followed the methodology approved by the Saudi Building Code National Committee.

CONCLUDING REMARKS

Modifications to the IBC document were intended to draft a comprehensive set of provisions that are consistent with and inclusive of Chapter 18 of the IBC, and in the meantime accounts, to the best possible extent, forMaterialsEnvironmental conditionsConstruction practices

prevailing in the Kingdom.

Throughout the development of the draft, several key aspects were considered, among of which are

The current local practice of geotechnical engineering.

CONCLUDING REMARKS (Cont.)

Causes of building damages in the Kingdom are in many instances attributed to foundation-related problems.

Inappreciative realization of the need and importance of geotechnical information.

Elaborate discussions preceded any modification or augmentation of any portion of the IBC document.

The necessity for revision or addition, the reliability of the to-be added materials, and their conformity and consistency with the provisions of the IBC document, all were given due considerations.


Most topics of the IBC document have been substantially revised, with the exception of pile and pier foundations.

Main revisions were for parts pertaining to site investigation, excavation, grading and backfill, shallow footings, and and waterproofing.

Number of provisions scattered throughout the IBC document have been revised to reflect the local practice, as viewed by the committee members.

Provisions included in the IBC that are considered irrelevant on the basis of environment, materials, local practice have been deleted and not included in the SBC 303 draft.


Some sections in the IBC have been extended to become entire new chapters in the SBC 303

Design for expansive soils have thoroughly been enhanced with the additions of foundation systems and by emphasizing pre- and post-construction detailing.

Provisions relevant to identification and testing of Collapsing and sabkha formations have been added to Site Investigations, and entire chapter has been devoted for each soil type


Out of the seventeen chapters that comprise the SBC 303 document, six were entirely new and five were substantially revised.

The newly-introduced materials account for almost sixty percent of the SBC 303 document, and excluding the pile and pier portion this proportion approaches about seventy five percent.

One-half of the IBC document was devoted to pile and pier foundations, on the contrary materials pertaining to those foundation systems represent only about twenty percent of the SBC 303 document.


Where the recommendations in this code vary from published methods or codes, the differences represent the experience and judgment of the majority of the committee members.

Although the adopted provisions presume the existence of certain standard conditions, more often than not every project has a unique combination of variables, and for that reason all attempts have been made to make this code flexible.


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Documents

Saudi Building Code Requirements for Soils and Foundations