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Dear Collea ues:

The 2007 California Building Code (2007 CBC) is accepted by the cities and counties in

California as of January 1, 2008. The changes from the 2001 CBC are substantial and require a

thorough understanding of the old and new codes for inclusion in geotechnical reports. In an

effort to assist member firms in using the new Code for their projects, the Technical Advisory

Committee (TAC) of CalGeo (formerly CGEA) has requested the help of four member firms to

com are the two Codes. The attached table is the result of this effort.

Our mission was to prepare a document for ease of reference. The enormity of the task and the

nature of the new Code, as it is so different from the old, prohibited the work group to prepare an

all-inclusive document for cross referencing purposes. Please use this table with caution. We

recommend usin our own ud ment and verification of our com arison at each entr .

We will post this table on our website by March 1, 2009 and are planning to discuss it brieflyduring our annual conference in Sonoma. The comparison for Chapters 17A and 18A will be

added to this table at a later time. Please distribute this table to all practicing geotechnical

engineers and engineering geologists in your office(s) and to other member and non-member

co ea ues o con r u e o our e or s. ease rov e c ar n commen s as necessar .

We thank the efforts of the firms and individuals who re ared and reviewed this table.

CalGeo -Technical Advisory Committee Fax: (530) 344-0834 E-mail: [email protected]

prepared Feb. 2009

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COMPARISISON OF 2001 AND 2007 CALIFORNIA BUILDING CODES

2001 2007

CBC Sections

Notes/CommentsGENERAL SECTION TOPIC

STRUCTURAL DESIGN CHAPTER 16A CHAPTER 16A General: New code Section 16A has been significantly reorganized and

provides a more detailed summary. In essence this is similar to

CHAPTER 16 except that this chapter covers structures regulated by the

Division of the State Architect-Structural Safety (DSA-SS) and Office of

Statewide Health planning and Development (OSHPD)

Soil Lateral Loads Section 1610A.1 General New code provides recommendations for active and at-rest pressures for

design basement, foundation and retaining walls.

Earthquake Design Division IV - EARTHQUAKE

DESIGN

Section 1613A New code refers the design to ASCE 7.

Section 1629A.3 Site Geology and

Soil Characteristics

Section 1613A.5 Seismic ground

motion values

Site characterization in the new code is covered under the seismic ground

motion values determination.

Section 1629A.3.1 Soil profile type Section 1613A.5.2 Site class

definition

Soil Profile Type SA thru SF in the old code are Site Class A thru F. Site

Class E is divided to two groups. Table 16-J-Soil profile Type is replaced

by Table 1613A.5.2 Site Class Definitions. When site class is not known,

Site Class D should be assumed unless determined by building officials

or geotechnical data. Site classification procedure for seismic design is

given in Section 1613A.5.5 et. seq.

Section 1629A.4.1 Seismic zone Section 1613A.5.1 Mapped

acceleration parameters

New code does not recognize any seismic zones. Instead, Figures

1613.5(1) thru (14) depict spectral accelerations.

Section 1629A.4.2 Seismic Zone

4 near-source factor

This section and related tables (Tables 16A-S and 16A-U) are eliminated

in the mew code.

Section 1629A.4.3 Seismic

response coefficients

Section 1613A.5.3 site

coefficients and adjusted

maximum considered earthquake

spectral response acceleration

parameters

Coefficients Ca (Table 16A-Q), Cv (Table 16A-R), Na (Table 16A-S), Nv

(Table 16A-T) in the old code are given way to Table 1613A.5.3(1) and

Table 1613A.5.3(2).

Seismic Design Category Section 1613A.5.6 Determination

of seismic design category

New code includes determination of seismic design category (D through

F) based on Occupancy Category (I throug IV) and design spectralresponse acceleartion parameters SDS and SD1. Occupancy category is

defined in Section 1604.5. Does not provide for alternative seismic design

category determination of simplified design procedure.

Soil Profile Types and

Site Data for Health

Facilities

Division V - SOIL PROFILE

TYPES

Section 1613A Contents of this division in the old code are provided in the new code

section.

CALIFORNIA GEOTECHNICAL ENGINEERS ASSOCIATION

TECHNICAL ADVISORY COMMITTEE

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STRUCTURAL TESTS AND

SPECIAL INSPECTION

CHAPTER 17 CHAPTER 17 General: New code Section 17 has been significantly reorganized and

provides a more detailed summary of special inspection requirements

including tables identifying required verification and inspections for soils,

piles and piers. Recordkeeping and reporting requirements are

essentially the same as the old code.

Drilled pier/caisson

foundations

Inspection and testing

1705.5(11) Types of Work

Requiring Constant Presence of

the Project or Special Inspector -

Piling, drilled piers and caissons

1809A.7 - Inspection of Caissons

1704.9 Piers Old code requi res continuous inspection of cast-in-place dil led piers and

caissons. Cast-in-place piles are generally grouped with "piles" and

inspection requirements are to be based on requirements of geotechnical

report per 1807.1.

New code requires continuous inspection during installation and testing of

pier foundations per the approved soils report and includes Table 1704.9

listing mandatory verification and special inspection for items requiring

continuous and periodic inspection.

Earthwork


1705.5(13) Types of Work

Requiring Constant Presence of

the Project or Special Inspector -

S ecial radin , excavation and

1704.7 Soils Old code refers to requi rements of Chapter 18 and Appendix Chapter 33

(Section 3317 Grading Inspection).

New code consolidates ins ection re uirements in Section 1704.7 and

filling

includes Table 1704.7 listing required verification and special inspection

for items requiring continuous and periodic inspection. Provides

exception for special inspection for controlled fill having a total depth of

12" or less.

Inspection and testing 1705 STATEMENT OF SPECIAL

INSPECTIONS

New code requires that where special inspections are required by Section

1704, the registered design professional in charge shall prepare a

statement of special inspections identifying the type and extent of special

inspection and testing.

SOILS AND FOUNDATION CHAPTER 18 CHAPTER 18 General: New code Section 18 has been significantly reorganized andprovides a more detailed summary.

1801 General 1801.1 General 1801.1 Scope. Old code states that chapter 18 sets forth requirements for excavations

and fills for any building or structure and for foundations and retaining

structures. New code states that chapter 18 shall apply to building and

foundation systems in those areas not subject to scour or water pressure

by wind and wave action. The old code makes this stipulation in 1806.1.

1801.2 Standards of Quali ty 1801.2 Design. Old code referred to UBC Standards 18-1 and 18-2 regarding soil

classification and expansion index test. This section of the new code was

Section 1802 Quality and Design of the old code.

1801.2.1 Foundation design for

seismic overturning.

This is a new section which sets forth the provisions for foundation design

for seismic overturning.



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1802 Foundation and Soils

Investigations

1804 - Foundation Investigation 1802 Foundation and Soils

Investigations

1804.1 General 1802.1 General. Section 1802.1 of the new code is essentially Section 1804.1 of the old

code.

1802.2 Where required This is a new section that requires a foundation and soils investigation

where a) low strength highly compressible soils are suspected, b)

expansive soils are likely, c) groundwater may be at or shallower than 5 ft,

d) pile or pier foundations are planned, e) the geologic structure of the

underlying rock is doubtful, f) the proposed structure is in seismic design

category C, D, E, or F. If the structure is in seismic design category D, E,

or F the investigation must determine the lateral pressures on basement

and retaining walls due to earthquake motion. However, geotechnical

reports are not required for one-story, wood-frame and light-steel-frame

buildings of Type V construction and 400 square feet or less in floor area,

not located within Earthquake Fault Zones or Seismic Hazard Zones as

shown in the most recently published maps from California Geological

Survey (CGS). Allowable foundation and lateral soil pressure values may

be determined from Table 1804.2.

1803 Soil Classification

Expansive Soil

1802.3 Soil Classification

1803.1 General. 1802.3.1 General. The old code specifies that soil shall be classified in accordance with

UBC Standard 18-1. The new code specifies that soil shall be classified

in accordance with ASTM D 2487.

1803.2 Expansive Soil. 1802.3.2 Expansive Soils The old code specified testing in accordance with UBC Standard 18-2 and

classification for expansiveness in accordance with Table 18-I-B. Special

design considerations were required for foundations in soil having an

expansion index greater than 20. The new code requires that for a soil to

be considered to be expansive it must meet all of the following: 1) PI >=

15, 2) % passing # 200 sieve > 10, 3) % smaller than 5 > 10, 4) EI > 20.

These requirements may be intended to exempt certain highly micaceous

silty sands from being classified as expansive. Tests for items 1 through

3 are not required if the EI test is performed. If EI =< 20 the soil is not

considered expansive. If EI > 20 the soil may be classified as expansive

without performing the tests for items 1 through 3.

1804.2 Investigation 1802.4 Investigation, 1802.4.1

Exploratory Boring, 1802.5 Soil

Boring and Sampling

The new code requires that the scope of the investigation be determined

by a registered design professional and that the registered design

professional have a fully qualified representative on the site during all

boring and sampling operations.



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1804.3 Reports1804.4 Expansive

Soils

1804.5 Liquefaction Potential and

Soil Strength Loss

1802.2.7 Seismic Design

Category D, E, or F (Item 2)

The new code requires that peak ground acceleration shall be determined

from a site-specific study taking into account soil amplification effects, as

specified in Chapter 21 of ASCE 7. Exception: A site-specific study need

not be performed, provided that peak ground acceleration equal to

SDS/2.5 is used, where SDS is determined in accordance with Section

21.2.1 of ASCE 7.

1804.8 Engineering Geologic

Reports.

1802.7 Engineering geologic

reports.

1804.8.1 1802.7.1 The new code does not exempt one-story wood-frame and light-steel-

frame of Type V construction and 4000 sq ft or less in floor area from the

engineering geologic reports requirement if the structure is located within

Earthquake Fault Zones or Seismic Hazard Zones as shown in the most

recentl ublished ma s from California Geolo ical Surve CGS .

The new code expands the list of items that shall be included in the

report. The new list does not include anything that wouldnt normally be

included in a soil and foundation report.

1802.6 Reports

.

1804.8.2 1802.7.2 The old code stated that the engineering geologic report shall not contain

design criteria, but shall contain basic data to be used for a preliminary

earthquake engineering evaluation of the project. This restriction is not

present in the new code.

1804.8.2 1804.8.3 1802.7.2 The old code stated that the engineering geologic report shall not contain

design criteria, but shall contain basic data to be used for a preliminary

earthquake engineering evaluation of the project. This restriction is not

present in the new code. The new code requires that the report consider

the most recent versions of CGS Note 48, CGS Special Publication 42,

CGS Special Publication 117, and Section 1613 and ASCE 7. Section

1804.8.3 of the old code required that the engineering geologic reportshall be submitted to the Office of Statewide Health Planning and

Development for review and approval. This requirement is not present in

the new code.

1804.9 Geotechnical and

Supplemental Ground-response

Reports.

1802.8 Geotechnical and

supplemental ground-response

reports.

1804.9.1 Geotechnical report. 1802.8.1 Geotechnical report. The new code is the same as the old code except that the last half of the

first paragraph in the old code beginning with The estimates of ground

motion . and ending with and fully documented in the geologic

report. is not present in the new code.



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1804.9.1.2 Section 1804.9.1.2 of the old code required that geotechnical report shall

be submitted to the Office of Statewide Health Planning and Development

for review and approval. This requirement is not present in the new code.

1804.9.1.3 Supplemental ground-

response report.

1802.8.2 Supplemental ground-

response report.

This section of the new and old codes remains about the same except

that the new code refers to ASCE 7 Chapters 16 and 21. The

supplemental ground-response report must be submitted to the Office of

Statewide Health Planning and Development for review and approval.

1803 Excavation, Grading and

Fill

This is a completely new section in Chapter 18 of the new code.

Specifies a minimum drainage gradient of 5% away from buildings for a

distance of 10 feet. Refers to use of controlled low-strength material

(CLSM).

1804 Allowable Load-Bearing

Values of Soils

1805 Allowable Foundation and

Lateral Pressures

1804 Allowable Load-Bearing

Values of Soils

Table 1804.2 in the new code replaces Table 18-I-A in the old code. The

allowable foundation pressure values in the new code have been

increased, however, values for lateral bearing and lateral sliding remain

the same as the old code. The old code specified that the allowable

foundations pressures are for footings having a minimum width of 12

inches and a minimum depth of 12 inches into natural grade. Except for

clays and silts where no increase for width is allowed, the old code

allowed an increase of 20 percent for each additional foot of width or

depth to a maximum value of three times the designated value. The new

code has no such provisions for increasing the tabulated bearing pressure

for increases in width or depth.

1805 Footings and

Foundations

1806 - Footings 1805 Footings and Foundations

1806.1 General. 1805.2 Depth of footings. The old code stated that footings shall have a minimum depth as

indicated in Table 18-I-C, unless another depth is recommended by a

foundation investigation. The new code states that the minimum depth offootings below the undisturbed ground surface shall be 12 inches. The

new code also presents requirements for frost protection, isolated

footings on granular soil, and footings in areas of shafting or moving soil.



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1806.2 Footing Design 1805.4 Footings This section has been completely revised and expanded in the new code.

The new code has requirements regarding design loads, vibratory loads,

concrete footings, footing seismic ties, masonry footings, steel grillage

footings, timber footings and wood foundations. Division II Design

Standard for Treated Wood Foundation System is not included as part ofChapter 18 in the new code. Table 18-I-C Foundation for Stud Bearing

Walls Minimum Requirements in the old code is Table 1805.4.2

Footings Supporting Walls of Light-Frame Construction in the new code.

The table in the new code has eliminated the thickness of the foundation

wall as this topic is covered in detail in Section 1805.5. In addition, the

depth below undisturbed ground surface has been eliminated from the

new table. The depth of footings in the new code shall be in accordance

with Section 1805.2. The width of the footing and the thickness of the

footing is the same in the new code as in the old code except that in the

new code the footing thickness for footings supporting two floors has

been reduced from 7 to 6 inches in the new code.

1806.3 Bearing Walls. 1805.5 Foundation walls. This section has been completely revised and expanded in the new code.

The new code provides design tables for a) plain masonry, b) reinforced

masonry for 8, 10 and 12 inch block, and c) concrete foundation walls for

wall heights up to 9 feet for plain masonry and to 10 feet for reinforced

masonry and concrete that are laterally supported at the top and bottom.

Wall designs are provided for various unbalanced backfill heights and for

EFW = 30, 45 and 60 pcf.

1805.5.6 Foundation wall drainage The new code requires that foundation walls shall be designed to support

the weight of the full hydrostatic pressure of undrained backfill unless a

drainage system is installed in accordance with Sections 1807.4.2 and

1807.4.3.1805.5.7 Pier and curtain wall

foundations

This is a new section in the new code. The new code allows the use of

pier and curtain wall foundations for the support of light-frame

construction not more than two stories in height except in Seismic Design

Categories D, E, and F.

1806.4 Stepped Foundat ions 1805.1 General . The new code is basically the same as the old code with respect to

footings on sloping ground and stepped footings.

1806.5 Footings on or Adjacent to

Slopes.

1805.3 Footings on or adjacent to

slopes.

New code same as old code.

1806.5.4 Pools. 1805.3.3 Pools New code same as old code.

1806.5.6 Foundation elevation. 1805.3.4 Foundation elevation New code same as old code.

1806.5.6 Alternate setback and

clearance.

1805.3.5 Alternate setback and

clearance.

New code same as old code.



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1806.6 Foundation Plates or Sills.

1806.6.1 Additional requirements

in Seismic Zones 3 and 4.

1805.6 Foundation plate or sill

bolting.

The old code specified the bolting of sill plates in detail. The new code

states that sills shall be bolted or strapped to the foundation or foundation

wall as provided in Chapter 23.

1806.8 Designs Employing Lateral

Bearing

1805.7 Designs Employing Lateral

Bearing

New code same as old code, except the old code stated that the formulas

for the nonconstrained and constrained condition may be used to

determine the depth of embedment required while the new code states

that these formulas shall be used to determine the depth of embedment.

The new code also specifies that wood poles shall be treated in

accordance with AWPA U1 for sawn timber posts. The new code allows

the use of CLSM backfill.

1806.9 Grillage Footings. 1805.4.4 Steel grillage footings. New code is basically the same as the old code except that the new code

requires that the spaces between the steel shapes shall be completely

filled with concrete of cement grout.

1806.10 Bleacher Footings. The new code has no requirements for bleacher footings in Chapter 18.

1803.2 Expansive Soil. 1804.4

Ex ansive Soils. 1806.2 Footin

1805.8 Design for expansive soils. The old code required special design considerations for foundations on

soils havin an EI > 20. Section 1806.2 of the old code stated that slab-

. .

Design.

. .

on-grade and mat-type footings for buildings located on expansive soils

may be designed in accordance with the provisions of Division III or such

other engineering design based on geotechnical recommendation as

approved by the building official. The old code contained Table 18-I-B

Classification of Expansive Soil. This table has been omitted from the

new code. The old code contained Division III Design Standard for

Design of Slab-on-Ground Foundations to Resist the Effects of Expansive

Soils and Compressible Soils. Division III has been omitted from the new

code.

1805.8.1 Foundations. The new code requires that footings or foundations placed within the

active zone of expansive soil shall be designed to resist differentialvolume changes and to prevent structural damage to the supported

structure. If the foundations penetrate the active zone or penetrate the

expansive soil the foundations shall be designed to prevent uplift of the

supported structure and be designed to resist forces exerted on the

foundation due soil volume changes or the foundations shall be isolated

from the expansive soil.



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1805.8.2 Slab-on-ground

foundations.

The new code requires that moments, shears and deflections for use in

designing slab-on-ground, mat or raft foundations on expansive soils shall

be determined in accordance with (1) WRI/CRSI Design of Slab-on-

Ground Foundations or (2) PTI Standard Requirements for Analysis of

Shallow Concrete Foundations on Expansive Soils. Using thesemoments, shears and deflections non-prestressed slabs-on-ground, mat

or raft foundations shall be designed in accordance with reference (1) and

post-tensioned slab-on-ground, mat or raft foundations shall be designed

in accordance with reference (2). The new code allows alternate designs

based on soil-structure interaction, deformed shape of soil support, plate

action of the slab, edge lift and center lift conditions.

1805.8.3 Removal of expansive

soil.

If the expansive soil is removed and replaced with non-expansive soil in

lieu of designing footings and slabs-on-grade in accordance with Section

1805.8.1 or 1805.8.2, the removal must extend to a depth sufficient to

ensure a constant moisture in the remaining soil or to a depth such that

the confining pressure in the expansive soil created by the fill and

supported structure exceeds the swell pressure, whichever is less.

1805.8.4 Stabilization. Where the active zone of expansive soil is stabilized in lieu of designing

footings and slabs-on-grade in accordance with Section 1805.8.1 or

1805.8.2, the soil shall be stabilized by chemical, presaturation or

equivalent techniques. The code also allows dewatering as an expansive

soil stabilization technique. What?

1806 Retaining Walls

1610 Soil Lateral Loads

1806.1 General The new code states that retaining wal ls shal l be designed to ensure

stability against overturning, sliding, excessive foundation pressure and

water uplift. Retaining walls shall be designed for a safety factor of 1.5against lateral sliding and overturning. Chapter 18 of the old code

contained no provisions for retaining walls, however, detailed criteria for

retaining walls were contained in Chapter 16 of the old code. Section

1610 Soil Lateral Loads in the new code specifies minimum EFW for

active and at-rest conditions for retaining wall design based upon soil

classification in Table 1610.1.

1807 Dampproofing and

Waterproofing

Chapter 18 in the old code did not contain any requirements for

dampproofing or waterproofing. Section 1807 of the new code contains

specific requirements for dampproofing and waterproofing of floors and

walls and for floor drains and foundation perimeter drains.

1806 Retaining Walls



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1807.1 Where required. Walls or portions thereof that retain earth and enclose interior spaces and

floors below grade shall be waterproofed and dampproofed in accordance

with this section, with the exception of those spaces containing groups

other than residential and institutional where such omission is not

detrimental to the building or occupancy.

1807.2 Dampproofing required. Where hydrostatic pressure will not occur floors and walls shall be

dampproofed.

1808 Pier and Pile

Foundations

1807 Piles General

Requirements

1808.1 Defini tions The new code begins th is section with defini tions of pi le and pier

foundation terms. In addition, the code defines the distinction between a

pile and a pier as mainly one of slenderness. Piles have length to width

ratios > 12.

1807.1 General 1808.2.2 General The new code expands the requirements of the investigation report to

also include: a) recommended center-to-center spacing of piers and piles,

b) durability of pier or pile material, c) designation of bearing stratum or

strata, d reductions for rou action, where necessar .

1807.1 General 1808.2.3 Special types of pi les Both the new and old code al lows the use of types of pi les not ment ioned

in the code subject to approval of the building official.

1808.2.4 Pile caps This is a new section. Pile caps shall be of reinforced concrete, and shall

include all elements to which piles are connected, including grade beams

and mats. Soil beneath the cap carries no load. Piles to be embedded a

minimum of 3 inches into the cap. Cap to extend at least 4 inches

beyond the edges of the piles. Tops of piles to be cut back to sound

material before capping.

1807.5 Column action 1808.2.5 Stabil ity This is a new section concerned with brac ing of piles to provide lateral

stability in all directions.

1808.2.6 Structural integrity This section simply states that piles (or piers) shall be installed in amanner that doesnt damage or distort the pile being installed or the piles

already installed.

1808.2.7 Splices New requirements on pile splices.

1808.2.8 Allowable pier or pile

loads

The new code revised and expanded this section.

1807.3 Determination of

Allowable Loads

1808.2.8.1 Determination of

allowable loads

The new and old codes specify that the allowable axial and lateral loads

on piers or piles shall be determined by an approved formula, load tests,

or method of analysis.

1809 Driven Pile Foundations 1808.2.8.2 Driving criteria The new code allows the use of an approved driving formula for piles

having an allowable compressive load of 40 tons or less. For allowable

loads above 40 tons the wave equation method of analysis shall be used

to estimate pile driveability and driving stresses.



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1807.4 Stat ic load tests 1808.2.8.3 Load tests The old code did not specify the test procedure. The new code requires

that piers or piles be tested in accordance with ASTM D 1143 or ASTM D

4945. Both the new and the old codes limit the allowable load to not more

than of the ultimate load. The old code gave three methods for

determining the ultimate load. The new code refers to the publishedmethods listed in 1808.2.8.3.1

1808.2.8.3.1 Load test evaluation Davisson Offset Limit, Brinch-Hansen 90% Criteria, Butler-Hoy Criterion,

other methods approved by the Building Official.

1807.10 Allowable loads 1808.2.8.4 Allowable frict ional

resistance

The section is concerned with the assumed frictional resistance

developed by any pier or cast-in-place pile. Both the new and old codes

allow a frictional resistance equal to 1/6 of the tabulated allowable bearing

value to a maximum of 500 psf.

1808.2.8.5 Uplift capacity Uplift was not mentioned in the old code. The new code requires a

minimum factor of safety of three for uplift of a single pier or pile when

using an approved method of analysis. The factor of safety can be

reduced to two if the ultimate uplift capacity is determined by load test.

For pile groups subjected to uplift, the allowable working uplift load for the

group shall be the lesser of: 1) the allowable uplift load of a single piletimes the number of piles in the group, 2) two-thirds of the effective

weight of the pile group and the soil contained within a block defined by

the perimeter of the group and the length of the piles.

1808.2.8.6 Load-bearing capacity Basically states that the minimum factor of safety with respect to ultimate

load capacity shall be 2.0.

1808.2.8.7 Bent piers or piles The load bearing capacity of bent piles shall be determined by an

approved method of analysis or load testing.

1808.2.8.8 Overloads on piers or

piles

The maximum compressive load on any pier or pile due to mislocation

shall not exceed 110 percent of the allowable design load.

1808.2.9 Lateral support1808.2.9.1 General States that any soil other than f luid soil will provide sufficient lateral

support to prevent buckling.

1807.5 Column action 1808.2.9.2 Unbraced piles New and old code the same.

1808.2.9.3 Allowable lateral load Lateral capacity of a single pier or pile or pile group shall be determined

by an approved method of analysis or by lateral load test to at least twice

the design load. The allowable lateral load shall not exceed of the

lateral load that produces one inch of deflection at the ground surface.

1807.11 Use of higher allowable

pile stresses

1808.2.10 Use of higher allowable

pier or pile stresses

The new code specifies that the required substantiating data shall include

a soils investigation and a load test. The old code was vaguer about

substantiating data but did require a foundation investigation.



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1807.7 Piles in subsiding areas 1808.2.11 Piles in subsiding areas New and old codes are the same.

1808.2.12 Settlement analysis New code requires that a settlement estimate be made for piers, piles or

groups of piles. The predicted settlement shall cause neither harmful

distortion of, nor instability in, the structure, nor cause any stresses toexceed allowable values.

1807.8 Jetting 1808.2.13 Preexcavation The old code only considered jetting. The new code considers jetting and

augering as methods of preexcavation subject to approval of the building

official. The pile tips shall be driven below the preexcavated depth until

the required resistance or penetration is obtained.

1808.2.14 Installation sequence New code requires use of proper installation sequence of piles.

1808.2.15 Vibratory drivers New code requires that vibratory drivers shall only be used where pile

load capacity is verified by load test.

1808.2.16 Pile driveability New code requires that pile cross sections be of sufficient size and

strength to withstand driving stresses without damage to the pile and to

rovide sufficient stiffness to transmit the re uired drivin forces.

1807.9 Protection of pile materials 1808.2.17 Protection of pile

materials

The new code is the same as the old code except that the new code

specifies that protective materials shall be applied to the piles so as not to

be rendered ineffective by driving.

1808.2.18 Use of existing piers

and piles

Piles or piers left in place when a structure has been demolished can be

used for support of new construction if the piles or piers are load tested or

redriven to verify their capacities.

1808.2.19 Heaved piles New code requires that heaved piles be redriven.

1808.2.20 Identification New code requires that pier or pile materials shall be identified for

conformity to the specified grade with this identity maintained

continuously from the point of manufacture to the point of installation or

shall be tested by an approved agency to determine conformity to the

specified grade.

1808.2.21 Pier or pile location

plan

New code requires that a pier or pile location plan shall be filed with the

building official prior to installation of those piers or piles. Each pier or

pile must have a unique identification number to be used on all records

for that pile or pier.

1808.2.22 Special inspection Special inspections are required for piers and piles.

1808.2.23 Seismic design of piers

and piles



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1807.2 Interconnection 1808.2.23.1 Seismic Design

Category C

Both codes require that pile caps, piers or piles be interconnected by ties.

The 2001 code required that the ties be capable of resisting, in tension or

compression, a minimum force equal to 10 % of the larger column vertical

load. The 2007 code requires that the ties shall be capable of carrying, in

tension and compression, a force equal to the product of the larger pilecap or column load times the seismic coefficient, SDS divided by 10

unless it can be demonstrated that equivalent restraint is provided by

reinforced concrete beams within slabs on grade, reinforced concrete

slabs on grade, confinement by competent rock, hard cohesive soils or

very dense granular soils.

1809.3 Superstructure-to-

foundation connection

1808.2.23.1.1 Connection to pile

cap

Specifies how piles are to be connected to the pile cap. Also specifies

requirements for splicing pile segments.

1809.5.1 General 1808.2.23.1.2 Design detai ls Requires that pier or pi le moments, shears, and latera l def lections used

for design be determined considering the non-linear interaction of the

shaft and soil. If the ratio of the embedded length to the diameter is

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1809.1.3 Defective piles The new code specifies that any substantial sudden increase in rate of

penetration of a timber pile shall be investigated for possible damage. If

the sudden increase in rate of penetration cannot be correlated to soil

strata, the pile shall be removed for inspection or rejected.

1808.1.2 Allowable stresses 1809.1.4 Allowable stresses The new code states that the allowable stresses shall be in accordance

with the AF&PA NDS. The old code went into more detail.

1809.2 Precast concrete piles

1809.2.1 General This is a new section that presents general requirements for both precast

nonprestressed piles and precast prestressed piles.

1808.4 Precast concrete piles 1809.2.2 Precast nonprestressed

piles

1808.4.1 Materials 1809.2.2.1 Materials Both new and old codes require a minimum specified compressive

strength of 3000 psi.

1809.2.2.2 Minimum

reinforcement

The new code specifies that the minimum amount of longitudinal

reinforcement shall be 0.8 percent of the concrete section and shall

consist of at least four bars. The old code did not s ecif a minimum

amount of longitudinal reinforcement

1808.4.2 Reinforcement ties

1809.5.2.2 Nonprestressed

concrete piles

1809.2.2.2.1 Seismic

reinforcement in Seismic Design

Category C

The new code specifies a minimum steel ratio of 0.01 for the longitudinal

reinforcement. Within 3 pile diameters of the pile top and bottom the new

code specifies that the longitudinal reinforcement be confined with closed

ties or spirals of a minimum of inch diameter at a maximum spacing of

eight times the diameter of the smallest longitudinal bar, not to exceed 6

inches. For the remainder of the pile the spacing of the of the closed ties

or spirals is to be 16 times the diameter of the smallest longitudinal bar,

not to exceed 8 inches. The old code specified that within 2 feet of the top

and bottom of the pile the ties or spirals shall not be spaced more than 3

inches and not more than 8 inches elsewhere. The diameter of the wire

depended upon the diameter of the pile and ranged from 0.22 inch for

piles 16 inches or less in diameter to 0.259 inch for piles having adiameter of 20 inches or more. The old code also specified that piles

shall have transverse reinforcement meeting the requirements of Section

1921.4.

1809.2.2.2.2 Seismic

reinforcement in Seismic Design

Category D, E, or F

The new code presents additional requirements for transverse

confinement reinforcement.

1808.4.3 Allowable stresses 1809.2.2.3 Allowable stresses New code: fc = 0.33fc, fs = 0.40fy (30,000 psi max in compression), fs =

0.50fy (24,000 psi max in tension). Old code: fc = 0.33fc, fs = 0.34fy

(25500 psi max in compression). No spec for tension in old code except

that the pile shall be designed to resist the stresses caused by handling

and driving.



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1809.2.2.4 Installation New code specifies that a precast concrete pile shall not be driven before

the concrete has attained a compressive strength of at least 75% of fc

but not less than the strength sufficient to withstand handling and driving

forces.

1808.5 Materials 1809.2.3.1 Materials Both new and old codes specify minimum fc = 5000 psi. Old code

requires a compressive strength of not less than 4000 psi before driving.

The new code requires that the prestressing steel conform to ASTM A

416.

1808.5.3 Al lowable stresses 1809.2.3.2 Design Both the new and old codes speci fy the same ef fective prestress, namely:

not less than 400 psi for piles up to 30 feet long, 550 psi for piles up to 50

feet long, and 700 psi for piles greater than 50 feet in length. Both the

new and old codes specify that the effective prestress shall be based on

an assumed loss of 30,000 psi in the prestressing steel.

1808.5.2

1809.2.3.2.1 Desi n in Seismic

s = volumetric ratio of s iral reinforcement. Old code 1808.5.2 has

Piles not manufactured under plant conditions: 2 inches minimum.1809.2.2.5 Concrete cover

Reinforcement1809.5.2.3

Prestressed concrete piles

Design Category C

detailed requirements for ties and spiral reinforcement. Old code

(1809.5.2.3) specifies s = 0.021 for 14 inch square or smaller piles, s =

0.012 for 24-inch square or larger piles. Interpolate in between. New

code specifies s = 0.007 or s = fc /fyh for the upper 20 feet of the pile.

At least of the volumetric ratio required by the above equation shall be

provided below the upper 20 feet of the pile. New code provides

requirements for pile cap connections.

1809.2.3.2.2 Design in Seismic

Design Category D, E, or F.

New code specifies design in accordance with all the requirements for

Category C plus many additional requirements for transverse

reinforcement.

1808.5.3 Allowable stresses 1809.2.3.3 Allowable stresses Both the new code and the old code use the following formula to

determine the allowable design compressive strength in the concrete:

fc = 0.33fc 0.27fpc fpc = the effective presstress stress on the gross

section.

1808.5.1 Materials 1809.2.3.4 Ins tallation The new code specifies that a prestressed pile shal l not be driven before

the concrete has attained a compressive strength of at least 75% of the

28-day specified compressive strength, but not less than the strength

sufficient to withstand handling and driving forces. The old code specified

a minimum compressive strength of 5000 psi and that the concrete shall

develop a minimum compressive strength of 4000 psi before driving.



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1809.2.3.5 Concrete cover New code specifies minimum concrete cover = 1 inches for square

piles of 12 inch or smaller size and 1 inches for larger piles except for

piles exposed to seawater the minimum concrete cover = 2 inches.

1808.6 Structural steel piles 1809.3 Structural steel piles1808.6.1 Material 1809.3.1 Materials Old code specified that piles conform to UBC Standard 22-1. New code

requires that piles conform to ASTM A 36, ASTM A 252, ASTM A 283,

ASTM A 572, ASTM A 588, ASTM A 690, ASTM A 913 or ASTM A 992.

1808.6.2 Allowable stresses 1809.3.2 Allowable stresses The old code specified that the allowable axial stresses shall not exceed

0.35 of the minimum specified yield strength Fy or 12600 psi whichever is

less. The new code dropped the 12600 psi restriction. Both codes allow

stress increases above 0.35Fy but not more than 0.50Fy.

1808.6.3 Minimum dimensions 1809.3.3 Dimensions of H-piles New code and old code are the same.

1809.5.2.1 1809.3.4 Dimensions of steel pipe

piles

The old code states that piles shall conform to width-thickness ratio of

stiffened, unstiffened and tubular compression elements as shown in

Cha ter 22 Division VIII. The new code s ecifies that steel i e iles

, .

driven open ended shall have a nominal outside diameter of not less than

8 inches. In addition, the piles shall have a) a minimum cross section of

0.34 square inch to resist each 1000 ft-lbs of hammer energy, b) the

equivalent strength for steels having a yield strength greater than 35000

psi , or c) wave equation shall be used to assess compression stresses.

If the wall thickness is less than 0.179 inch, a suitable cutting shoe shall

be provided.

1810 Cast-in-Place Concrete

Pile Foundations

1810.1 General The new code retains min fc 2500 psi but also contains slump and

concrete placement requirements. In addition, the new code has many

requirements regarding reinforcement.

1810.2 Enlarged base piles This is a new code section with no counterpart in the old code. It

specifies the maximum size for coarse aggregate in concrete to be inch

and concrete to be compacted to have zero slump. If the concrete is not

placed in a permanent steel casing fa = 0.25fc. For concrete placed

within a permanent steel casing fa = 0.33fc. If the enlarged base is

formed by compacting concrete or driving a precast base the enlarged

base must be formed in granular soils. A pile load test is required to

verify capacity. Min. concrete cover 2 inches for uncased shafts and 1

inch for cased shafts.

The old code contained two brief sections, 1808.2.1 Material and

1808.2.2 Allowable stresses, which can be summarized as follows:

1808.2 Uncased Cast-in-place

Concrete Piles

1810.3 Drilled or augered uncased

piles



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1) length limited to not more than 30 times avg. diameter, 2) min fc

2500 psi, 3) fa = 0.33fc, 4) fa = 0.34fy or 25,500psi for steel

reinforcement in compression. The length restriction is waived if the

design and installation of the pile foundation is in accordance with an

approved investigation report.

The new code increases steel stress to fa = 0.40fy or 25,500psi for steel

reinforcement in compression and specifies a minimum diameter of 12

inches. It also limits length to 30 times the average diameter but allows

longer piles if the design and installation are under the direct supervision

of registered design professional (RDP) knowledgeable in the field of soil

mechanics and pile foundations. The RDP must certify to the building

official that the piles were installed in accordance with the approved

construction documents. There are installation and special reinforcement

requirements. Augered cast-in-place piles shall not be installed within six

pile diameters center to center of a pile filled with concrete less than 12

hours old, unless approved by the building official. If the concrete level in

any completed pile drops due to installation of an adjacent pile, the piles ou e rep ace .

1810.4.4 Concrete Cover Min. 2.5 inches from inside face of casing.

1808.3 Metal-cased Concrete

Piles

1810.5 Steel-cased piles The new and old code are similar except the new code: a) eliminates the

5000 psi limitation on fc, b) requires that concrete shall not be placed in

steel shells within heave range of driving, c) and has new reinforcement

requirements.

1808.7 Concrete-filled steel pipe

piles

1810.6 Concrete-filled steel pipe

and tube piles

1808.7.1 Material 1810.6.1 Materials The old code specified that concrete-filled pipe piles conform to UBC

Standard 22-1. New code specifies conformance to ASTM A 252 or

ASTM A 283 The new code specifies inch as the maximum size of

coarse aggregate.

1808.7.2 Allowable stresses 1810.6.2 Allowable stresses New code and old code the same.

1808.7.3 Minimum dimensions 1810.6.3 Minimum dimensions Both the new and old codes specify a minimum nominal outside diameter

of 8 inches. However, the new code specifies a minimum wall thickness

as specified for driven steel pipe piles. For mandrel-driven pipe piles, the

minimum wall thickness shall be 1/10 inch.

1810.6.4 Reinforcement This is a new section that specifies that reinforcement steel shall comply

with Section 1810.1.2 and that reinforcement shall not be placed within 1

of the steel casing.



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1810.6.4.1 Seismic reinforcement This is a new section that applies to Seismic Design Category C, D, E,

and F. Min. reinforcement of 0.01 cross sectional area of concrete in the

top of the pile with a length = 2x embedment of reinforcement anchorage

into pile cap

1810.6.5 Placing concrete This a new section that specifies that the placement of concrete shallconform to Section 1810.1.3, but is permitted to be chuted directly into

smooth-sided pipes and tubes without a centering funnel hopper.

1810.7 Caisson piles Caisson piles are cast-in-place piles extending into bedrock. The upper

portion of a caisson pile consists of a cased pile that extends to the

bedrock. The lower portion of the caisson pile consists of an uncased

socket drilled into the bedrock. This is a new section which provides

detailed requirements for construction, materials, design, structural core,

allowable stresses, and installation of caisson piles.

1810.8 Micropi les This is a new section which provides detai led requirements for

construction, materials, allowable stresses, reinforcement, seismic

reinforcement and installation of micro iles.

.

1811 Composite Piles This is a new section which provides requirements for design, load

limitation, splices and seismic reinforcement of composite piles.

1812 Pier Foundations

1812.1 General 1812 is a new section.

1812.2 Lateral dimensions and

height

Minimum diameter of isolated piers is 2 ft and height shall not exceed 12

times the least horizontal dimension.

1812.3 Materials fc 2500 psi. Specific requirements on slump depending on concrete

placement.

1812.4 Reinforcement Lots of specific requirements on reinforcement.

1812.5 Concrete Placement Concrete shall be placed in such a manner as to ensure the exclusion of

any foreign matter and to secure a full-sized shaft. Concrete shall not be

placed through water except where a tremie or other approved method is

used. When depositing concrete from the top of the pier, the concrete

shall be chuted directly into the pier but shall be poured in a rapid and

continuous operation through a funnel hopper centered at the top of the

pier.

1812.6 Belled bottoms Specific provisions for piers with belled bottoms.

1812.7 Masonry Provisions for masonry piers.

1812.8 Concrete Requirements regarding latera l support and when piers shal l be designed

as pilasters or columns.

1812.9 Steel shell Special provisions if piers are completely encased in a circular steel shell

and the area of the shell is considered reinforcing steel.



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1812.10 Dewatering Where piers are carr ied to depths below water level, the piers shall be

constructed by a method that will provide accurate preparation and

inspection of the bottom, and the depositing or construction of sound

concrete or other masonry in the dry.

EXCAVATION AND

GRADING

APPENDIX CHAPTER 33 APPENDIX J

CHAPTER 17 & 17A

CHAPTER 18 & 18A

General: New code Appendix J replaces old code Appendix Chapter 33.

The organization of new Appendix J is significantly revised from old

Appendix 33, with some sections moved to other parts of the new code.

J101.2 Flood Hazard Areas New code Appendix J states that its provisions shall not apply to

earthwork within floodways or flood hazard areas unless it is

demonstrated through hydrologic analysis that the proposed work will not

result in any increase in base flood level. Additional requirements are for

grading in Flood Hazard Areas are provided in Section 1803.4 of the new

code.

-

for fills.

3307 - HAZARDS Not in new code.

3309.7 Liquefaction Study J104.4 Liquefaction Study Under old code, liquefaction study was discretionary by building official.

New code requires liquefaction study for all sites with Ss>0.5g unless

excepted by building official.

3312 CUTS J106 EXCAVATIONS New code eliminates waiver of provisions for minor cuts not intended to

support structures and provides exception to 2:1 cuts allowing 1.5:1 cuts

under specific conditions and allowing 1:1 cuts in bedrock.

3313 FILLS J107 FILLS New code eliminates waiver of provisions for minor fills not intended to

support structures.

3314 SETBACKS J108 SETBACKS New code reduces setback at toe of fill slope from H/2 to H/5.

Earthwork


3317 - GRADING INSPECTION 1704.7 Soils New code Appendix J refers to grading inspection requirements in

Section 1704.7 and includes Table 1704.7 listing required verification and

special inspection for items requiring continuous and periodic inspection.

Provides exception for special inspection for controlled fill having a total

depth of 12" or less.

The "Transfer of Responsibility" requirement in Section 3317.8 of the old

code appears to be absent in the new code.

Earthwork


Reports

3318.1(2) - Final Reports 1704.1.2 Report Requirement New code Appendix J does not specifically address reporting

requirements but refers to grading inspection requirements in Section

1704.7 which includes reporting requirements in 1704.1.2. No substantial

change in requirements for final soils report.



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SECTION 1803 EXCAVATION

GRADING AND FILL

New section added to Chapter 18 in new code includes earthwork

requirements that address specific requirements described below.

1803.1 Excavations near footings

and foundations

Requires that excavations shall not remove lateral support from any

footing or foundation without underpinning or protecting from lateral

movement.1803.2 Placement of fill Provides requirements for backfilling of excavations outside foundations

to exclude organic material, debris, cobbles, boulders CLSM. Requires

protection of waterproofing or dampproofing.

1803.3 Site Grading Specifies a ground surface shall be sloped away from building at a

minimum slope of 5% away for a minimum distance of 10 feet or to an

approved drainage method of lot lines of obstructions do not allow for 10.

Specifies 2% minimum longitudinal slope for swales within 10 of

foundations and 2% minimum slope for impernious surfaces.

1803.4 Grading and fill in flood

hazard areas

Provides criteria for acceptance of grading and/or fill placement in flood

hazard areas, including requirements for hydrologic/hydrailic analyses in

floodways, erosion resistance, and other factors.

.

compaction be in approved geotechnical report to address subgrade

preparation, specification of fill material, maximum lift thickness, test

method to determine in-place density, and number/frequency of field

tests.

1803.6 Control led low-strength

material

Requires that specific recommendations regarding CLSM be in approved

geotechnical report where footings will bear on CLSM.

Recommendations must address subgrade preparation, specification of

CLSM material, test method to determine strength or bearing capacity

and number/frequency of field tests.



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