THE SAUDI CONSTRUCTION CODE

SBC 302 - CR

Code Requirements

2018
 THE SAUDI BUILDING CODE
FOR
CONCRETE CONSTRUCTION
INCLUDING

PART-I. FORMWORK

PART-II CONCRETE WORK

PART III—INSPECTION AND TESTING AGENCIES

(SBC 302-CR)
Key List of the Saudi Codes: Designations and brief titles
Title Code Req.1 Code & Com.2 Arabic Prov. 3
The General Building Code SBC 201-CR SBC 201-CC SBC 201-AR
Structural – Loading and Forces SBC 301-CR SBC 301-CC SBC 301-AR
Structural – Construction SBC 302- CR SBC 302-AR
Structural – Soil and Foundations SBC 303- CR SBC 303-CC SBC 303-AR
Structural – Concrete Structures SBC 304- CR SBC 304-CC SBC 304-AR
Structural – Masonry Structures SBC 305- CR SBC 305-CC SBC 305-AR
Structural – Steel Structures SBC 306-CR SBC 306-CC SBC 306-AR
Electrical Code SBC 401- CR SBC 401-AR
Mechanical Code SBC 501-CR SBC 501-CC SBC 501-AR
Energy Conservation- Nonresidential SBC 601- CR SBC 601- CC SBC 601- AR
Energy Conservation-Residential SBC 602- CR SBC 602- CC SBC 602- AR
Plumbing Code SBC 701- CR SBC 701-CC SBC 701-AR
Private sewage Code SBC 702- CR SBC 702-AR
Fire Code SBC 801- CR SBC 801-CC SBC 801-AR
Existing Buildings Code SBC 901- CR SBC 901-CC SBC 901-AR
Green Construction Code SBC 1001- CR SBC 1001-CC SBC 1001-AR
Residential Building Code-V1 SBC 1101- CR SBC 1101-CC SBC 1101-AR
Arch. Planning and Structural Reqs.
Residential Building Code-V2 SBC 1102- CR SBC 1102-CC SBC 1102-AR
MEP, Gas and Energy Requirements
1. CR: Code Requirements without Commentary
2. CC: Code Requirements with Commentary
3. AR: Arabic Code Provisions

SBC 302-CR-18 i
 THE SAUDI BUILDING CODE
FOR
CONCRETE CONSTRUCTION
INCLUDING

PART-I. FORMWORK

PART-II CONCRETE WORK

PART III—INSPECTION AND TESTING AGENCIES

(SBC 302-CR)

COPYRIGHT © 2018
by
The Saudi Building Code National Committee (SBCNC).
(Edition 200923)

ALL RIGHTS RESERVED. All intellectual property rights of this Saudi Code are owned by the National
Committee of Saudi Building Code as per the Saudi laws of the intellectual property. No part of this code may
be reproduced, distributed or leased in any form or by any means, including but not limited to publishing on
cloud sites, computer networks or any electronic means of communication, without prior written permission
from the National Committee of the Saudi Building Code. The purchase of an electronic or a paper copy does
not exempt the individual or entity from complying with the above limitations.

SBC 302-CR-18 i
 THE TECHNICAL COMMITTEE
(SBC 302-CR)
THE SAUDI BUILDING
CODE
FOR CONCRETE
CONSTRUCTION
INCLUDING

PART-I. FORMWORK

THE SAUDI BUILDING CODE NATIONAL PART-II CONCRETE WORK

COMMITTEE (SBCNC)
PART III—INSPECTION AND TESTING
1 H. E. Dr. Saad O. AlKasabi Chairman AGENCIES
2 Dr. Naif M. Alabbadi Vice Chairman
3 Dr. Abdulrahman G. Al-Enizi Member 1 Prof. Ahmed B. Shuraim Chairman
4 Engr. Saeed K. Kadasah Member
2 Prof. Abdulaziz I. Al-Negheimish Member
5 Dr. Hassan S. Alhazmi Member
3 Prof. Abdulrahman Alhozaimy Member
6 Engr. Badr S. AL-maayoof Member
4 Eng. Rais Mirza Member
7 Engr. Fayez A. Alghamdi Member
5 Dr. Fadi Al Nahhas Member
8 Engr. Mohammed A. Alwaily Member
9 Dr. Bandar S. Alkahlan Member REVIEW COMMITTEE
10 Engr. Ahmad N. Hassan Member
1 Dr. Naif M. Alabbadi Chairman
11 Engr. Abdulnasser S. Alabdullatif Member
12 Dr. Hani M. Zahran Member 2 Dr. Khaled M. Aljammaz Member
13 Engr. Khalifa S. Alyahyai Member 3 Dr. Abdulrahman G. Al-enizi Member
14 Dr. Khaled M. Aljammaz Member 4 Eng. Saeed K. Kadasah Member
15 Dr. Ibrahim O. Habiballah Member 5 Eng. Tawifik I. Aljrayed Member
16 Dr. Saeed A. Asiri Member
REVIEWERS
17 Dr. Abdallah M. Al-Shehri Member
18 Engr. Saad S. Shuail Member Engr. Syed Faiz Ahmad RCJY team

THE ADVISORY COMMITTEE EDITORIAL COMMITTEE

1 Dr. Khaled M. Aljammaz Chairman
1 Prof. Ahmed B. Shuraim Chairman
2 Eng. Khalifa S. Alyahyai Vice Chairman
2 Dr. Abdallah M. Al-Shehri Member
3 Dr. Hani M. Zahran Member
3 Eng. Tawifik I. Aljrayed Member
4 Prof. Ali A. Shash Member
5 Prof. Ahmed B. Shuraim Member EDITORIAL SUPPORT
6 Dr. Khalid M. Wazira Member Prof. Nadeem A. Siddiqui
7 Dr. Abdulhameed A. Al Ohaly Member
8 Dr. Hamza A. Ghulman Member
9 Engr. Hakam A. Al-Aqily Member
10 Prof. Saleh F. Magram Member
11 Engr. Nasser M. Al-Dossari Member
12 Dr. Waleed H. Khushefati Member
13 Dr. Waleed M. Abanomi Member
14 Dr. Fahad S. Al-Lahaim Member

SBC 302-CR-18 ii
 PREFACE

PREFACE
The Saudi Building Code for Construction (SBC 302) provides the requirements for the design and
safety of formwork, construction requirements for structural concrete, and requirements for agencies
engaged in inspection and testing of materials. The entire Code is divided into three parts. The first part
(Chapters 1 through 5) of the Code covers the requirements for the design of formwork, the construction
loads including dead and live loads and lateral pressure of concrete on forms and environmental loads
on formwork. It covers also the construction considerations and safety and inspection requirements.
The second part of the Code (Chapters 6 through 11) covers construction requirements for structural
concrete including concrete mixtures, production and delivery, handling, placing and finishing, curing
of concrete, hot and cold weather concreting. The last part of the Code (Chapters 12 through 14) defines
the minimum requirements for agencies engaged in (a) inspection of specified methods and materials
used in construction, (b) special inspection, and (c) testing of materials used in construction.

The contents of the current edition of the Code is completely changed from its 2007 edition. Almost all
the contents of 2007 edition of SBC 302 has been moved to chapter 17 of SBC 201 and the current
edition of SBC 302 is rewritten in 14 chapters. These major changes in the contents of SBC 302 were
made to provide all the important requirements related to the construction at one place.

The writing process of SBC 302-18 followed the methodology approved by the Saudi Building Code
National Committee. Many changes and modifications were made in the referred sources to meet the
local weather, materials, construction and regulatory requirements.

The committees responsible for SBC 302 Code have taken all precautions to avoid ambiguities,
omissions, and errors in the document. Despite these efforts, the users of SBC 302 may find information
or requirements that may be subject to more than one interpretation or may be incomplete. The SBCNC
alone possesses the authority and responsibility for updating, modifying and interpreting the Code.

It is a common assumption that engineering knowledge is a prerequisite in understanding code

provisions and requirements; thus, the code is oriented towards individuals who possess the background
knowledge to evaluate the significance and limitations of its content and recommendations. They shall
be able to determine the applicability of all regulatory limitations before applying the Code and must
comply with all applicable laws and regulations.

The requirements related to administration and enforcement of this Code are advisory only. SBCNC
and governmental organizations, in charge of enforcing this Code, possess the authority to modify these
administrative requirements.

SBC 302-CR-18 iii

 SUMMARY OF CHAPTERS

SUMMARY OF CHAPTERS
The entire SBC 302-18 is divided into 3 parts containing 14 chapters. A brief outline of these parts and
chapters is given below:

PART-I. FORMWORK—This Part of the Code (Chapter 1 through 5) covers the requirements for
the design of formwork, the construction loads including dead and live loads and lateral pressure of
concrete on forms and environmental loads on formwork. It covers also the construction considerations
and safety and inspection requirements.

Chapter 1. Introduction to Formwork—This chapter provides the definitions of various

terminologies used in this part of the Code.

Chapter 2. Design of Formwork—This chapter provides the minimum requirements for the design of
formwork. This chapter also covers the design capacity of members; design of shores; manufactured
system and components.

Chapter 3. Construction Load—This chapter covers the requirements for construction loads on
formwork. It includes dead and live loads, lateral pressure of concrete, wind loads and seismic loads.
It includes also shoring and floor loads in multi-story structures.

Chapter 4. Construction Considerations—This chapter provides various regulations pertaining to

forming and shoring. The formwork engineers and formwork contractors must follow these regulations
to maintain safe conditions for workers and the public.

Chapter 5. Safety and Inspection of Formwork—This chapter provides several requirements related
to safety and inspection of formwork. All the requirements are arranged under four main sections: (1)
general requirements (2) requirements for equipment and tools, (3) requirements for cast-in-place
concrete, and (4) inspection of formwork.

PART-II. CONCRETE—This part of the code (Chapter 6 through Chapter 11) covers construction
requirements for structural concrete including concrete mixtures, production and delivery, handling,
placing and finishing, curing of concrete, hot and cold weather concreting.

Chapter 6. Scope, Definitions and Referenced Standards—The various terminologies used in part-
II (Concrete) of the Code are defined in this chapter. All the Standards, or specific sections thereof,
cited in this part of the Code are also listed in this chapter.

Chapter 7. Concrete Mixtures, Production and Delivery—This chapter provides the requirements
for materials, proportioning, production, and delivery of concrete.

SBC 302-CR-18 iv
 SUMMARY OF CHAPTERS

Chapter 8. Handling, Placing and Finishing—This chapter covers the construction of cast-in-place
structural concrete. The chapter also provides procedures for handling, placing, finishing, and repair of
surface defects.

Chapter 9. Curing—This chapter provides the requirements for curing the cast-in-place concrete
elements including requirements for initiating curing, curing for unformed and formed surfaces, curing
time and protection from mechanical injury.

Chapter 10. Hot Weather Concreting—Hot weather is a condition that tends to impair the quality of
freshly mixed or hardened concrete by accelerating the rate of moisture loss and rate of cement
hydration or otherwise causing detrimental results. This chapter provides the requirements for hot
weather concrete construction.

Chapter 11. Cold Weather Concreting—Cold weather is an atmospheric condition when for more
than three successive days the average daily outdoor temperature drops below 4ºC. This chapter covers
requirements for cold weather concreting and protection of concrete from freezing during the specified
protection period.

PART-III. INSPECTION AND TESTING AGENCIES—This Part of the Code (Chapter 12 through
Chapter 14) defines the minimum requirements for agencies engaged in (a) inspection of specified
methods and materials used in construction, (b) special inspection, and (c) testing of materials used in
construction.

Chapter 12. General—The definitions of various terminologies and documents referred to in Part-III
of the Code are given in this chapter. The chapter also provides requirements for impartial, independent
and confidential testing.

Chapter 13. Quality System and Technical Requirements—This chapter covers key factors relevant
to an agency’s ability to produce precise, accurate test data or determine the conformity of construction
activities and materials used in construction with regulations, codes, standards, and approved project
plans and specifications containing the requirements against which the inspection or test, or both, will
be performed.

Chapter 14. Inspections and Testing of Materials and Construction—This chapter includes scope
and specific requirements relating to testing and inspection of various construction types and materials
including concrete, soil and rock, steel, sprayed-fire resistive, installed firestops and masonry
construction.

SBC 302-CR-18 v
 TABLE OF CONTENTS

TABLE OF CONTENTS

CHAPTER 1 —INTRODUCTION TO FORMWORK ............................................................................................2

1.1 —SCOPE ............................................................................................................................................................................ 2
1.2 —DEFINITIONS .................................................................................................................................................................... 2
CHAPTER 2 —DESIGN OF FORMWORK ..........................................................................................................5
2.1 —GENERAL ........................................................................................................................................................................ 5
2.2 —BASIC DESIGN REQUIREMENTS ............................................................................................................................................. 6
2.3 —DESIGN CAPACITY OF MEMBERS ........................................................................................................................................... 7
2.4 —DESIGN OF SHORES ........................................................................................................................................................... 8
2.5 —MANUFACTURED SYSTEMS AND COMPONENTS ....................................................................................................................... 8
CHAPTER 3 —CONSTRUCTION LOAD ......................................................................................................... 11
3.1 —SCOPE .......................................................................................................................................................................... 11
3.2 —LOAD COMBINATIONS...................................................................................................................................................... 11
3.3 —DEAD LOADS.................................................................................................................................................................. 11
3.4 —LIVE LOADS.................................................................................................................................................................... 11
3.5 —LATERAL PRESSURE OF CONCRETE, CCP ................................................................................................................................ 12
3.6 —WIND LOADS ................................................................................................................................................................. 13
3.7 —SEISMIC LOADS............................................................................................................................................................... 13
3.8 —MINIMUM LOADS ........................................................................................................................................................... 13
3.9 —SHORING AND FLOOR LOADS IN MULTI-STORY STRUCTURES ..................................................................................................... 14
TABLES OF CHAPTER 3 ................................................................................................................................. 16
CHAPTER 4 —CONSTRUCTION CONSIDERATIONS ................................................................................... 21
4.1 —GENERAL ...................................................................................................................................................................... 21
4.2 —CONSTRUCTION PRACTICES AND WORKMANSHIP ................................................................................................................... 21
4.3 —TOLERANCES IN FORMWORK CONSTRUCTION ....................................................................................................................... 22
4.4 —IRREGULARITIES IN FORMED SURFACES ................................................................................................................................ 22
4.5 —SHORING AND CENTERING................................................................................................................................................ 22
4.6 —REMOVAL OF FORMS AND SHORES..................................................................................................................................... 22
TABLES OF CHAPTER 4 ................................................................................................................................. 24
CHAPTER 5 —SAFETY AND INSPECTION OF FORMWORK ...................................................................... 26
5.1 —GENERAL ...................................................................................................................................................................... 26
5.2 —REQUIREMENTS FOR EQUIPMENT AND TOOLS ....................................................................................................................... 26
5.3 —REQUIREMENTS FOR CAST-IN-PLACE CONCRETE .................................................................................................................... 27
5.4 —INSPECTION OF FORMWORK.............................................................................................................................................. 28
CHAPTER 6 —SCOPE, DEFINITIONS AND REFERENCED STANDARDS .................................................. 31
6.1 —SCOPE .......................................................................................................................................................................... 31
6.2 —DEFINITIONS .................................................................................................................................................................. 31
6.3 —REFERENCED STANDARDS ................................................................................................................................................. 32
6.4 —QUALITY ASSURANCE AND QUALITY CONTROL ....................................................................................................................... 33
CHAPTER 7 —CONCRETE MIXTURES, PRODUCTION AND DELIVERY ................................................... 35
7.1 —GENERAL ...................................................................................................................................................................... 35
7.2 —CONCRETE MIXTURES ...................................................................................................................................................... 36
7.3 —PRODUCTION AND DELIVERY OF CONCRETE .......................................................................................................................... 39
TABLES OF CHAPTER 7 ................................................................................................................................. 40
CHAPTER 8 —HANDLING, PLACING AND FINISHING ................................................................................ 42
8.1 —GENERAL ...................................................................................................................................................................... 42

SBC 302-CR-18 vi
 TABLE OF CONTENTS

8.2 —PRODUCTS .................................................................................................................................................................... 43

8.3 —EXECUTION ................................................................................................................................................................... 43
CHAPTER 9 —CURING ................................................................................................................................... 48
9.1 —GENERAL ...................................................................................................................................................................... 48
9.2 —PRODUCTS .................................................................................................................................................................... 48
9.3 —EXECUTION ................................................................................................................................................................... 49
CHAPTER 10 —HOT WEATHER CONCRETING ........................................................................................... 54
10.1 —GENERAL .................................................................................................................................................................... 54
10.2 —PRODUCTS .................................................................................................................................................................. 54
10.3 —EXECUTION ................................................................................................................................................................. 54
CHAPTER 11 —COLD WEATHER CONCRETING ......................................................................................... 58
11.1 —GENERAL .................................................................................................................................................................... 58
11.2 —MATERIALS ................................................................................................................................................................. 58
11.3 —EXECUTION ................................................................................................................................................................. 58
CHAPTER 12 —GENERAL .............................................................................................................................. 62
12.1 —SCOPE ........................................................................................................................................................................ 62
12.2 —DEFINITIONS ................................................................................................................................................................ 62
12.3 —REFERENCED DOCUMENTS .............................................................................................................................................. 63
12.4 —IMPARTIALITY AND INDEPENDENCE ................................................................................................................................... 64
12.5 —CONFIDENTIALITY ......................................................................................................................................................... 64
CHAPTER 13 —QUALITY SYSTEM AND TECHNICAL REQUIREMENTS ................................................... 66
13.1 —SCOPE ........................................................................................................................................................................ 66
13.2 —ORGANIZATION AND MANAGEMENT ................................................................................................................................. 66
13.3 —PERSONNEL ................................................................................................................................................................. 67
13.4 —EQUIPMENT ................................................................................................................................................................ 68
13.5 —QUALITY SYSTEM, AUDIT AND REVIEW .............................................................................................................................. 69
13.6 —RESPONSIBILITIES AND DUTIES ......................................................................................................................................... 70
13.7 —INSPECTIONS AND TEST METHODS .................................................................................................................................... 70
13.8 —RECORDS .................................................................................................................................................................... 71
13.9 —REPORT ...................................................................................................................................................................... 71
CHAPTER 14 —INSPECTIONS AND TESTING OF MATERIALS AND CONSTRUCTION .......................... 74
14.1 —SCOPE ........................................................................................................................................................................ 74
14.2 —CONCRETE INSPECTION AND TESTING................................................................................................................................ 74
14.3 —SOIL AND ROCK INSPECTION AND TESTING.......................................................................................................................... 74
14.4 —STEEL INSPECTION AND TESTING ...................................................................................................................................... 74
14.5 —SPRAYED FIRE RESISTIVE INSPECTION AND TESTING .............................................................................................................. 75
14.6 —ON-SITE INSPECTION OF INSTALLED FIRESTOPS .................................................................................................................... 75
14.7 —MASONRY INSPECTION AND TESTING ................................................................................................................................ 75
14.8 —NONDESTRUCTIVE TESTING AGENCIES ............................................................................................................................... 76

SBC 302-CR-18 vii

PART I—FORMWORK

PART I—FORMWORK

SBC 302-CR-18 1
 CHAPTER 1—INTRODUCTION TO FORMWORK

CHAPTER 1—INTRODUCTION TO FORMWORK

Formwork or Formwork system—Total system of

1.1—Scope support for the freshly placed concrete,
1.1.1 This Part of the Code (Chapter 1 through including form sheathing plus all
Chapter 5) covers the requirements for the design of supporting members, hardware, and
formwork, the construction loads including dead bracing. The Formwork system may
and live loads and lateral pressure of concrete on include all or some of the following
forms and environmental loads on formwork. It subsystems:
covers also the construction considerations and Form—Temporary structure or mold for
safety and inspection requirements. the support of concrete while it is
setting and gaining sufficient
1.2—Definitions strength to be self-supporting.
Backshores—Shores placed snugly under a Falsework—A temporary structure erected
concrete slab or structural member after the to support work in the process of
original formwork and shores have been construction; composed of shoring
removed from a small area at a time, or vertical posting and lateral
without allowing the slab or structural bracing for forms for beams and
member to deflect significantly. slabs.
Concrete Load—The weight of concrete placed in a Shores—Vertical or inclined support
form for the permanent structure is a members designed to carry the
material load. When the concrete gains weight of forms, concrete, and
sufficient strength so that the formwork, construction loads.
shoring, and reshoring are not required for Individual personnel load—A concentrated load
its support, the concrete becomes a dead that includes the weight of one person plus
load. equipment carried by the person or
Construction dead load—The dead load of equipment that can be readily picked up by
temporary structures that are in place at the a single person without assistance.
stage of construction being considered. The Materials Contained in Equipment—Materials
dead load of the permanent structure, either being lifted by or contained in equipment
partially complete or complete, is not are part of the equipment load, not a
included in the construction dead load. material load. Once such material has been
Construction loads—Those loads imposed on a discharged from the equipment, it becomes
partially completed or temporary structure a material load.
during and as a result of the construction Reshores—Shores placed snugly under a stripped
process. Construction loads include, but are concrete slab or other structural member
not limited to, materials, personnel, and after the original forms and shores have
equipment imposed on the temporary or been removed from a full bay, requiring the
permanent structure during the new slab or structural member to deflect
construction process. and support its own weight and
Drop-head shore—Shore with a head that can be construction loads applied before
lowered to remove forming components installation of the reshores.
without removing the shore or changing its Scaffolding—An elevated work platform used to
support for the floor system. support workmen materials and equipment,
Fixed material loads (FML)—Loads from materials but not intended to support the structure
that are fixed in magnitude (e.g. weight of being constructed.
reinforced concrete). Variable material loads (VML)—Loads from
Formwork engineer/contractor—Engineer of the materials that vary in magnitude during the
formwork system or contractor in charge of construction process (e.g. material storage).
designated aspects of formwork design and Working surfaces—Floors, decks, or platforms of
formwork operations. temporary or partially completed structures

SBC 302-CR-18 2
CHAPTER 1—INTRODUCTION TO FORMWORK

which are or are expected to be subjected to

construction loads during construction.

SBC 302-CR-18 3
CHAPTER 1—INTRODUCTION TO FORMWORK

This page left intentionally blank

SBC 302-CR-18 4
 CHAPTER 2—DESIGN OF FORMWORK

CHAPTER 2—DESIGN OF FORMWORK

2.1.5.1 When required by the contract documents,

2.1—General the formwork engineer/contractor shall submit
2.1.1 Scope: This chapter covers the detailed drawings, design calculations, or both, of
requirements for the design of formwork. proposed formwork for review and approval by the
engineer/architect or approving agency before
2.1.2 Design responsibility
constructing forms.
2.1.2.1 The contractor is responsible to design,
2.1.5.2 The review, approval, or both, of the
fabricate, install, and remove formwork.
formwork drawings does not relieve the contractor
2.1.2.2 The designer of the structure shall of the responsibility for adequately constructing and
show/include on the design documents: maintaining the forms so that they will function
properly.
(a) Location of composite members requiring
shoring; 2.1.5.3 Design values of construction live load,
(b) Requirements for removal of shoring of allowable vertical or lateral concrete pressure, and
composite members. maximum equipment load, required soil bearing
capacity, material specification, camber required,
2.1.3 Design objectives
and other pertinent information, if applicable shall
2.1.3.1 Formwork shall be designed so that it will be shown on formwork drawings.
safely support all vertical and lateral loads that
2.1.5.4 In addition to specifying types of materials,
might be applied until such loads can be supported
sizes, lengths, and connection details, formwork
by the concrete structure. Vertical and lateral loads
drawings shall provide for applicable details, such
shall be carried to the ground by the formwork
as:
system or by the in-place construction that has
adequate strength for that purpose. (a) Procedures, sequence, and criteria for
removal of forms, shores, reshores, and
2.1.3.2 Formwork shall be designed and
backshores and for retracting and resnugging
constructed so that concrete slabs, walls, and other
drop-head shores to allow slab to deflect and
members will have the correct dimensions, shape,
support its own weight prior to casting of
alignment, elevation, and position within
next level
established tolerances.
(b) Design allowance for construction loads on
2.1.3.3 Partially completed structures and new slabs when such allowance will affect
temporary structures shall possess sufficient the development of shoring schemes,
structural integrity, under all stages of construction, reshoring schemes, or both (refer to 2.4 and
to remain stable and resist the loads specified 3.9 for shoring and reshoring of multistory
herein. Stability of the incomplete structure and the structures)
possibility of progressive collapse shall be (c) Anchors, form ties, shores, lateral bracing,
considered. and horizontal lacing
2.1.3.4 The effects of construction loads or (d) Means to adjust forms for alignment and
conditions shall not adversely affect the grade
serviceability or performance of the completed (e) Waterstops, keyways, and inserts
structure. (f) Working scaffolds and runways
(g) Weepholes or vibrator holes, where required
2.1.4 Use of manufactured systems and (h) Screeds and grade strips
components (i) Location of external vibrator mountings
2.1.4.1 Manufactured systems and components (j) Crush plates or wrecking plates where
shall comply with the requirements of Section 2.5. stripping can damage concrete
(k) Removal of spreaders or temporary blocking
2.1.5 Submittal of drawings and documents (l) Cleanout holes and inspection openings

SBC 302-CR-18 5
 CHAPTER 2—DESIGN OF FORMWORK

(m) Construction joints, contraction joints, system and completed portions of the permanent
expansion joints and isolation joints in structure, and load redistribution due to shrinkage
accordance with contract documents and dead load deflection, as applicable.
(n) Sequence of concrete placement and
2.2.3.3 For cast-in place prestressed construction,
minimum elapsed time between adjacent
the falsework shall be designed to support any
placements
increased load resulting from load redistribution
(o) Chamfer strips or grade strips for exposed
caused by the prestressing forces.
corners and construction joints
(p) Reveals (rustications) 2.2.4 Deflection limits
(q) Camber 2.2.4.1 The calculated vertical deflection for
(r) Mudsills or other foundation provisions for falsework members shall not exceed 1/240 of their
formwork span under the dead load of the concrete only,
(s) Special form face requirements regardless of the fact that deflection may be
(t) Notes to formwork erector showing size and
compensated for by camber strips.
location of conduits and pipes projecting
through formwork 2.2.4.2 Formwork shall be designed and
(u) Opening or block outs as specified in the constructed so that vertical adjustments can be
contract documents. made to compensate for anticipated take-up, elastic
(v) Temporary openings or attachments for deformations, and settlements.
climbing crane or other material handling 2.2.5 Slenderness limits
equipment.
2.2.5.1 For compression members, the slenderness
2.2—Basic design requirements ratio (ℓ/r), shall not exceed the following:
2.2.1 General (a) Main load-carrying members
2.2.1.1 The design of formwork, shores, reshores (i) Steel-180
and backshores shall be adequate to safely support (ii) Aluminum-100
loads transmitted to them. (b) Bracing members
(i) Steel-200
2.2.1.2 Member design capacities shall be in (ii) Aluminum-150
accordance with Section 2.3.
2.2.5.2 The slenderness ratio (ℓ/r) of a tension
2.2.2 Design loads member, other than guy lines, cables, and rods, shall
2.2.2.1 The design of formwork shall account for not exceed 240 for a main member or 300 for a
all construction loads, including vertical, bracing member.
horizontal, and impact as detailed in Chapter 3 . 2.2.6 Bracing and lacing
2.2.2.2 Design of formwork shall also consider the 2.2.6.1 The formwork system shall be designed to
followings: transfer all horizontal loads to the ground or to
(a) Method of concrete placement; completed construction in such a manner as to
(b) Rate of concrete placement; ensure safety at all times.
(c) Avoidance of damage to previously 2.2.6.2 Diagonal bracing shall be provided in
constructed members; vertical and horizontal planes where required to
(d) For post-tensioned members, allowance for resist lateral loads and to prevent instability of
movement of the member during application individual members.
of the prestressing force without damage to
the member. 2.2.6.3 Horizontal lacing can be considered in
design to hold in place and increase the buckling
2.2.3 Design analysis strength of individual shores and reshores or
2.2.3.1 The structural analysis of formwork system backshores.
shall satisfy conditions of equilibrium and 2.2.6.4 Lacing shall be provided in whatever
geometric compatibility. directions are necessary to produce the correct
2.2.3.2 The analysis shall consider and slenderness ratio (ℓ/r) for the load supported, where
accommodate the effect of foundation settlement, (ℓ) is the unsupported length and r is the least radius
interaction between elements of the falsework

SBC 302-CR-18 6
 CHAPTER 2—DESIGN OF FORMWORK

of gyration. The braced system shall be anchored to according to the provisions in the AISI S100, except
ensure stability of the total system. for cold-formed hollow structural sections (HSS),
which are designed in accordance with AISC 360.
2.2.7 Overturning and Sliding
2.3.2.5 Alternatively, Structural Steel for
2.2.7.1 The falsework system, including individual
falsework used in panel framing or bracing or heavy
elements and units of the system that are subject to
forms shall comply with the appropriate design
overturning forces, shall be analyzed for stability
standards such as AISC 325 or AISI D100.
against overturning and sliding with the falsework
in the loaded and unloaded condition; that is, with 2.3.3 Aluminum members
and without the dead load of the concrete.
2.3.3.1 The quality, design, fabrication and
2.2.7.2 The ratio of the resisting moment to the erection of aluminum shall comply with AA ASM
overturning and sliding moment shall be equal to or 35 and AA ADM 1.
greater than 1.5 for all load combinations. If the
2.3.4 Wood members
ratio of the resisting to the overturning moments is
less than 1.5, external bracing shall be provided to 2.3.4.1 The design of structural elements or
resist the full overturning moment. systems, constructed partially or wholly of wood or
wood-based products, shall be in accordance with
2.2.7.3 Except for bracing required to prevent
one of the methods cited in Chapter 23-Section
overturning or collapse of the falsework system or
:2301.2 of SBC 201.
any element of the system, the ability of falsework
members to resist horizontal loads may include the 2.3.4.2 All wood species with assigned allowable
contribution to stability provided by the supported stresses in SASO standards shall be acceptable for
structure. use in falsework construction.
2.2.7.4 The ratio of the total resisting force, caused 2.3.4.3 Used lumber of known species may be used
by friction and adhesion, to the base shear, caused in falsework construction under the following
by lateral forces, shall be equal to or greater than 1.5 conditions:
for all load combinations. If the ratio of the resisting (a) If the grade is known and the lumber is in
force to sliding force is less than 1.5, external good condition, the allowable stresses shall
anchorage shall be provided to resist the full sliding not exceed those for new lumber of the same
force. grade,
2.3—Design capacity of members (b) If the grade is unknown, it shall not be
permitted, unless its grade is established by
2.3.1 General appropriate standard tests.
2.3.1.1 Member capacities for use in the design of 2.3.5 Foundations for formwork
formwork, exclusive of accessories, are determined
in sections 2.3.2 through 2.3.4 . 2.3.5.1 Formwork footings and bracing anchors
shall be designed to resist the loads imposed
2.3.2 Steel members without exceeding the allowable soil bearing
2.3.2.1 Design of structural steel elements and capacity, without incurring excessive settlements
systems of falsework shall be in accordance with affecting the formwork structural integrity and
Chapter 22 of SBC 201 and the relevant provisions stability, and without deviating from the specified
of AISC 360. concrete elevation.
2.3.2.2 Steel furnished for structural load-carrying 2.3.5.2 If soil under mudsills is or may become
purposes shall be properly identified for conformity incapable of supporting superimposed loads
to the ordered grade in accordance with the without appreciable settlement, it shall be stabilized
specified ASTM standard as per AISC 360 and or other means of support shall be provided.
AISI S100. Mudsills shall be protected from loss of soil bearing
strength. Causes might include scour due to running
2.3.2.3 Steel that is not readily identifiable as to water, nearby excavations, or the increase of
grade from marking and test records shall be tested moisture content caused by the supporting soil
to determine conformity to such standards.
becoming wet or saturated.
2.3.2.4 For the design of cold-formed steel
structural for falsework, members shall be designed

SBC 302-CR-18 7
 CHAPTER 2—DESIGN OF FORMWORK

2.4—Design of shores of placing concrete, stripping formwork, and

removal of reshoring or backshoring.
2.4.1 Loadings (h) Span of slab or structural member between
2.4.1.1 Shores and reshores or backshores shall be permanent supports.
designed to carry all loads transmitted to them. A (i) Type of formwork systems, that is, span of
rational analysis (ACI 347.2R and ACI SP-4) shall horizontal formwork components and
be used to determine the number of floors to be individual shore loads.
shored, reshored, or backshored; and to determine (j) Minimum age of concrete when creep
the loads transmitted to the floors, shores, and deflection is a concern.
reshores or backshores as a result of the (k) Loads applied due to post-tensioning
construction sequence. transfer.
2.4.2 Analysis 2.4.2.2 Shores in the lowest stories shall be
designed to carry the full weight of concrete,
❖ In a common method of analysis, while
reshoring remains in place at grade level, each formwork, and construction loads of all the floors
level of reshores carries the weight of only the above them prior to removal of the lowest story of
new slab plus other construction live loads. The shores supported on the ground or other unyielding
weight of intermediate slabs is not included support. Once the first floor of shores supported by
because each slab carries its own weight the ground has been removed and replaced by
before reshores are put in place. Once the tier reshores, the shores and reshores must be designed
of reshores in contact with grade has been to carry all loads transmitted from the slabs above.
removed, the assumption is made that the Because the building slabs become part of the
system of slabs behaves elastically. The slabs support system, the shoring/reshoring designer
interconnected by reshores will deflect equally
must consider their ability to support or transfer
during addition or removal of loads. Loads will
be distributed among the slabs in proportion to loads to and from the shores and reshores and to the
their developed stiffness. The deflection of building columns.
concrete slabs can be considered elastic, that 2.5—Manufactured systems and
is, neglecting shrinkage and creep. Caution
shall be exercised when a compressible wood components
shoring system is used. Such systems tend to 2.5.1 General
shift most of the imposed construction loads to
the upper floors, which have less strength. 2.5.1.1 As used herein, manufactured components
Addition or removal of loads may be due to include the following classes of proprietary
construction activity or to removing shores or products:
reshores in the system. Shore loads are
determined by equilibrium of forces at each 2.5.1.2 Vertical shoring systems including tubular
floor level welded frame shoring, tube and coupler shoring,
and components thereof.
2.4.2.1 The analysis shall consider, but shall not
necessarily be limited to: 2.5.1.3 Manufactured assemblies including single-
post shores, brackets, jacks, joists, clamps, and
(a) Structural design load of the slab or member similar devices manufactured for commercial use.
including live load, partition loads, and other
loads for which the engineer of the 2.5.2 Maximum Loadings and Deflections
permanent structure designed the slab. 2.5.2.1 The maximum load to be used on any
(b) Dead load weight of the concrete and manufactured component, under any load sequence
formwork. or combination, shall not exceed the manufacturer's
(c) Construction live loads, such as the placing recommendations.
crews and equipment or stored materials.
(d) Specified design strength of concrete. 2.5.2.2 A manufacturer's catalog, technical
(e) Cycle time between the placement of bulletin, or similar publication shall be furnished
successive floors. with the falsework drawings showing the use of
(f) Strength of concrete at the time it is required manufactured components. The information
to support shoring loads from above. furnished shall include, but not be limited to, test
(g) The distribution of loads between floors, data and limitations and conditions governing the
shores, and reshores or backshores at the time use of the component.

SBC 302-CR-18 8
 CHAPTER 2—DESIGN OF FORMWORK

2.5.2.3 The dead load deflection of a manufactured 2.5.3.2 The factor of safety for jacks that are not a
component designed for use in a horizontal or part of a shoring system, and all types of
inclined position shall not exceed 1/240 of the span manufactured assemblies, shall not be less than the
length under the weight of the concrete only. minimum factor of safety required by the industry
standard for the particular device, and in no case,
2.5.2.4 The use of a manufactured assembly for
shall the factor of safety be less than 2.0.
which no engineering data is furnished will not be
permitted, unless the assembly has been tested 2.5.4 Members capacities
under the formwork design.
2.5.4.1 When fabricated form, shoring, or
2.5.2.5 The working load for such assemblies shall scaffolding units are used, manufacturer’s
not exceed 40 percent of the maximum load recommendations for working capacities shall be
sustained during the test. followed if supported by engineering calculations
or test reports of an approved testing agency. The
2.5.3 Factor of Safety
effects of cumulative load duration shall be
2.5.3.1 The factor of safety for vertical shoring considered in accordance with the applicable design
systems shall not be less than 2.5. This shall be specification for the material.
clearly evident from a catalog or other engineering
data furnished by the manufacturer.

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SBC 302-CR-18 10
 CHAPTER 3—CONSTRUCTION LOAD

CHAPTER 3—CONSTRUCTION LOAD

not be assumed to act simultaneously with wind

3.1—Scope or seismic loads.
3.1.1 This chapter covers the requirements for 3.2.3 LRFD Combinations: The following
construction loads on formwork. It includes dead LRFD combinations cover most situations in
and live loads, lateral pressure of concrete, wind formwork design.
loads and seismic loads. It includes also shoring and
floor loads in multi-story structures. 1.4 𝐶𝐷𝐿 + 1.2 𝐶𝐹𝑀𝐿 + 1.4 𝐶𝑉𝑀𝐿 A
1.2 𝐶𝐷𝐿 + 1.2 𝐶𝐹𝑀𝐿 + 1.4 𝐶𝑉𝑀𝐿 + 1.6 𝐶𝑃𝐸
3.2—Load combinations B
+ 1.6 𝐶𝐻
3.2.1 General: The formwork designer must 1.2 𝐶𝐷𝐿 + 1.2 𝐶𝐹𝑀𝐿 + 1.4 𝐶𝑉𝑀𝐿 + 0.5 𝐶𝑃𝐸
C
determine the set of load combinations that cause + 1.0 𝑊
the greatest resultant forces in the individual form 1.2 𝐶𝐷𝐿 + 1.2 𝐶𝐹𝑀𝐿 + 1.4 𝐶𝑉𝑀𝐿 + 1.6 𝐶𝑃𝐸
components. Some judgment is required because all D (3-2)
+ 0.3 𝑊
of the individual loads may not occur at the same 1.2 𝐶𝐷𝐿 + 1.2 𝐶𝐹𝑀𝐿 + 1.4 𝐶𝑉𝑀𝐿 + 0.5 𝐶𝑃𝐸
time. Both allowable stress design (ASD) and load E
+ 1.0 𝐸
and resistance factor design (LRFD) combinations
are listed. 0.9 𝐶𝐷𝐿 + (1.0 𝑊 𝑜𝑟 1.0 𝐸) F
1.3 𝐶𝐶𝑃 (if full liquid head is assumed) G
3.2.2 ASD Combinations: The following ASD 1.6 𝐶𝐶𝑃 (otherwise) H
combinations cover most situations in formwork
design. ❖ Lateral pressure can combine with other loads
as discussed above in Section 3.2.2. Similarly,
𝐶𝐷𝐿 + 𝐶𝐹𝑀𝐿 + 𝐶𝑉𝑀𝐿 A 𝐶𝐻 need not be assumed to act simultaneously
𝐶𝐷𝐿 + 𝐶𝐹𝑀𝐿 + 𝐶𝑉𝑀𝐿 + 𝐶𝑃𝐸 + 𝐶𝐻 B with wind or seismic loads.
𝐶𝐷𝐿 + 𝐶𝐹𝑀𝐿 + 𝐶𝑉𝑀𝐿 + 𝐶𝑃𝐸 + 0.6 𝑊 C
(3-1) 3.3—Dead loads
𝐶𝐷𝐿 + 𝐶𝐹𝑀𝐿 + 𝐶𝑉𝑀𝐿 + 𝐶𝑃𝐸 + 0.7𝐸 D
0.6 𝐶𝐷𝐿 + (0.6 𝑊 or 0.7 𝐸) E 3.3.1 Weight of reinforced concrete and form:
𝐶𝐶𝑃 F The weight of reinforced concrete, 𝐶𝐹𝑀𝐿 , and the
weight of the form, 𝐶𝐷𝐿 , are regarded as dead loads.
where, 𝐶𝐶𝑃 = lateral pressure of fresh concrete;
𝐶𝐷𝐿 = construction dead load (self-weight of the 3.3.2 Unit material weights: Table 3-1 provides
form); 𝐶𝐹𝑀𝐿 = fixed material load (vertical dead information for unit material weights for calculating
the dead loads.
load of placed concrete and reinforcement); 𝐶𝐻 =
horizontal construction loads; 𝐶𝑃𝐸 = personnel and 3.4—Live loads
equipment loads (live load during placing and
3.4.1 General
finishing operations); 𝐶𝑉𝑀𝐿 = variable material load
(concentrations of material placed on the form); 𝐸 = 3.4.1.1 Material storage, 𝐶𝑉𝑀𝐿 , and workers and
earthquake or seismic load; and 𝑊 = wind load. their equipment, 𝐶𝑃𝐸 , runways, and impact imposed
❖ Lateral pressure of concrete is indicated as a during processes of construction are regarded as
separate load without combination in Eq. 3-1 live loads.
(F) as it does not combine with the other loads 3.4.2 Personnel and Equipment Loads, 𝑪𝑷𝑬
in most cases. However, there are situations
where lateral pressure can combine with other 3.4.2.1 Concentrated Loads: The personnel and
loads and these situations have to be equipment concentrated loads shall be the
recognized by the form designer when this maximum loads expected in the construction
occurs. The most unfavorable effects from both process, but shall be no less than those given in
wind and earthquake loads shall be considered Table 3-2 . The concentrated load shall be located to
where appropriate, but they need not be produce the maximum strength and/or
considered simultaneously. Similarly, 𝐶𝐻 need
serviceability conditions in the structural members.
The designer of the formwork shall consider each

SBC 302-CR-18 11
 CHAPTER 3—CONSTRUCTION LOAD

category of minimum concentrated personnel and 3.4.5.1 The formwork shall be designed for any
equipment load that is likely to occur during the special conditions of construction likely to occur,
construction process. such as unsymmetrical placement of concrete,
impact of machine-delivered concrete, uplift from
3.4.2.2 Uniformly Distributed Loads: The
concrete pressure, uplift from wind, concentrated
construction live load shall consist of the actual
loads of reinforcement, form handling loads, and
weight of any equipment to be supported applied as
storage of construction materials.
concentrated loads at the points of contact, plus a
uniform load as the vertical load from the 3.4.5.2 Form designers shall provide for special
combination of personnel, equipment, and material loading conditions, such as walls constructed over
in transit or staging. The designer of the formwork spans of slabs or beams that exert a different
is permitted to design for the tabulated uniform loading pattern before hardening of concrete than
loads in Table 3-3. that for which the supporting structure is designed.
3.4.2.3 Outside edge of deck overhangs Load: 3.4.5.3 Imposition of any construction loads on the
For the design of the deck overhangs a linear load partially completed structure shall not be allowed,
of 1.1 kN/m shall be applied on the outside edge except as specified in formwork drawings or with
plus the actual weight of any equipment to be the approval of the engineer/ architect.
supported applied as concentrated loads at the
3.4.6 Post-tensioning loads
points of contact plus the uniform load given in
Table 3-3 . 3.4.6.1 Shores, reshores, and backshores shall be
analyzed for both concrete placement loads and for
3.4.2.4 Starting and Stopping Equipment
all load transfer that takes place during post-
Loads: When impact from starting and stopping of
tensioning.
unusually heavy equipment or dumping of concrete
can be anticipated, an analysis of the lateral forces 3.5—Lateral pressure of concrete, CCP
generated shall be made. If it is desired to
3.5.1 Distribution of lateral pressure of
investigate the effects of starting and stopping of a
concrete
heavy equipment having mass (m) on the deck, the
horizontal construction loads, 𝐶𝐻 equal the forces F 3.5.1.1 The lateral pressure of concrete, 𝐶𝐶𝑃 (kPa),
developed which can be estimated using the shall be determined in accordance with Eq. (3-4).
expression: The set characteristics of a mixture shall be
understood, and using the rate of placement, the
𝐹 = 𝑚𝑎 (3-3) level of fluid concrete can be determined. For
columns or other forms that can be filled rapidly
where, 𝑎 = average acceleration or deceleration of before concrete stiffening, (h) shall be taken as the
equipment, m/s2; 𝐹 = average force, N; and 𝑚 = full height of concrete in the form or the distance
mass of loaded equipment, kg. between horizontal construction joints when more
than one placement of concrete is to be made. (h)
3.4.3 Impact Loads
shall not be more than 3m.
3.4.3.1 The concentrated loads in Table 3-2 include
adequate allowance for ordinary impact conditions. 𝐶𝐶𝑃 =  𝑔 ℎ (3-4)
3.4.4 Pattern Loading
where, 𝐶𝐶𝑝 = concrete lateral pressure, kPa; 𝑔 =
3.4.4.1 The formwork designer shall consider gravitational constant, 9.81 × 10−3 kN/kg; ℎ =
patterns of construction loads when such loadings depth of fluid or plastic concrete from top of
produce more demanding effects than does placement to point of consideration, m; and  =
application of the full intensity of the construction density of concrete kg/m3
load over the entire structure.
3.5.2 Pumping from the base of the form
3.4.4.2 When unusual unbalanced loading from
unsymmetrical placement of concrete is anticipated, 3.5.2.1 If concrete is pumped from the base of the
an analysis of the lateral forces generated shall be form, the form shall be designed for full hydrostatic
made. head of concrete, 𝐶𝐶𝑃 =  𝑔 ℎ , plus a minimum
allowance of 25% for pump surge pressure.
3.4.5 Special Loading Conditions
3.5.3 Special conditions

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 CHAPTER 3—CONSTRUCTION LOAD

3.5.3.1 Additional allowance for pressure shall be which being the exposed face with the greatest
considered when using external vibration or projected area. For each direction of wind loading,
concrete made with shrinkage-compensating or formwork shall be designed to resist the full force
expansive cements. Pressures in excess of the of wind load calculated along that direction as well
equivalent hydrostatic head can occur. as 50% of the wind load calculated for the
perpendicular direction acting simultaneously.
3.6—Wind loads
3.6.5 Wind Load on Wall and Column Forms
3.6.1 Ultimate Wind Speed
3.6.5.1 For freestanding wall form exposed to
3.6.1.1 The Ultimate wind speed, V, used in the wind, the entire length of formwork shall be
determination of design wind loads shall be designed for the highest pressure. The pressure
determined from (SBC 301, Chapter 26). When magnitude will vary depending on the length of the
projects are located in the Special Wind Regions, wall form (B) versus the height (h) or (B/h).
the specific provisions of SBC 301 shall be
consulted. 3.6.5.2 The net force coefficients values given in
Table 3-5 are higher for larger B/h; thus, the
3.6.2 Design Wind Speed designer of formwork shall consider using the
3.6.2.1 The construction period design wind speed, highest (B/h) expected in the use of a particular
VC, is calculated by multiplying the ultimate wind form.
speed, V, by the appropriate Construction Period 3.6.5.3 Column forms of typical heights can be
Factor from Table 3-4 in accordance to Eq. (3-5). considered as very short walls of height (h) and
width (B) where wind eccentricity is minimal.
𝑉𝐶 = 𝐶𝑃𝐹 × 𝑉 (3-5)
3.6.5.4 The wind force calculated is applied to the
3.6.3 Design Velocity Pressure wall form slightly above mid-height (0.55h)
because the wind pressure is somewhat higher near
3.6.3.1 Using the construction period design wind
the top of the wall than the bottom.
speed, the design velocity pressure 𝑞𝑧 in N/m2 is
determined by using Eq.(3-6) 3.7—Seismic loads
3.7.1 Seismic loads need not be considered
𝑞𝑧 = 0.613 𝐾𝑧 𝐾𝑧𝑡 𝐾𝑑 (𝑉𝐶 )2 (3-6) unless required by the authority having jurisdiction.
3.8—Minimum loads
where, 𝐾𝑑 = 0.85; 𝐾𝑧 = velocity pressure exposure
coefficient, refer to Section 27.3.1 in SBC 301; 3.8.1 Minimum Dead Load
𝐾𝑧𝑡 = topographic factor from SBC 301-Section 3.8.1.1 Loads to be assumed in design are as
26.8.2, most typically 1.0 except when the follows:
formwork is located on a hill top or escarpment; and
𝑉𝐶 = construction period design wind speed, m/s. (a) The greater of the weight of concrete being
supported, or 2.5 kN/m2 on the horizontal
3.6.4 Design Wind Load projected area of the form.
3.6.4.1 The wind load on formwork systems, 𝐹𝑤 , (b) The greater of the weight of the form
can be determined using Eq. (3-7) supported by the falsework or 0.5 kN/m2 on
the horizontal projected area.
𝐹𝑤 = 𝑞𝑧 𝐺𝐶𝑓 𝐴𝑓 (N) (3-7) 3.8.2 Minimum Live Load

where, 𝑞𝑧 = design velocity pressure evaluated at 3.8.2.1 Vertical supports and horizontal framing
height z; 𝐺 = gust effect factor (0.85 for formwork); components of formwork shall be designed for a
𝐶𝑓 =Net force coefficient, refer to Table 3-5; and minimum live load as follows:
𝐴𝑓 = projected face area of all formwork members (a) 2.5 kN/m2 of horizontal projection to
in the plane exposed to the wind direction, m2 . account for workers, runways, screeds, and
other equipment.
3.6.4.2 Table 3-5 provides 𝐶𝑓 values for column (b) When motorized carts are used, the minimum
and wall forms of different dimensions. load shall be 3.6 kN/m2 (see Table 3-3).
3.6.4.3 Wind load shall be determined in a 3.8.3 Minimum Dead Loads and Live Loads
minimum of two perpendicular directions, one of

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 CHAPTER 3—CONSTRUCTION LOAD

3.8.3.1 Regardless of slab thickness, the minimum shoring and its execution remain the responsibility
design value for combined placed concrete dead of the contractor.
load and personnel and equipment live load shall
3.9.1.3 Contract documents or the authority having
be:
jurisdiction may require the contractors to supply to
(a) For ASD, 5 kN/m2, or 6 kN/m2 if motorized the building official, upon request, the structural
carts are used. analysis and concrete strength requirements used in
(b) For LRFD, the minimum factored dead plus planning and implementing shoring/reshoring
live load from Eq.(3-2) shall be 7 kN/m2, or operations. Such data and information shall be
9 kN/m2 if motorized carts are used. furnished to the engineer/architect who shall
evaluate the effects of construction loads on the
3.8.4 Minimum Horizontal Loads immediate and long-term deflections.
3.8.4.1 General: Braces and shores shall be 3.9.1.4 Where shores are required to support the
designed to resist all horizontal loads such as wind, load of newly placed concrete, these shores shall be
cable tensions, inclined supports, dumping of maintained until the concrete has gained enough
concrete, and starting and stopping of equipment. strength to support applicable dead and construction
Wind loads on enclosures or other wind breaks loads. Where shoring is continuous over several
attached to the formwork shall be considered in floors, the calculated loads on these shores shall be
addition to these loads. cumulative unless and until the shores have been
3.8.4.2 Minimum wind Pressure: Formwork released and reset to allow the slab in question to
exposed to the elements shall be designed for wind carry its own dead and construction loads. Such
pressures determined in accordance with SBC 301 release shall not occur until the concrete is capable
with minimum lateral wind pressure shall not be of carrying its own dead load.
less than 0.75 kPa. Consideration shall be given to 3.9.1.5 Shoring and reshoring shall be provided for
possible wind uplift on the formwork. an adequate number of floor levels to distribute the
3.8.4.3 Minimum horizontal load on elevated construction loads in such a way that the imposed
floor formwork: For elevated floor formwork, the loads are within the strength capacities of the floors
applied value of horizontal load due to wind, below without causing excessive stress, deflections,
dumping of concrete, inclined placement of or cracking.
concrete, and equipment acting in any direction at 3.9.1.6 Each structure and job-specific
each floor line shall produce effects not less than the circumstances shall be individually evaluated.
effect of 1.5 kN/m of floor edge OR 2% of total Depending on the specifics of the structural
dead load on the form distributed as a uniform load capacity and the planned construction sequence,
per linear meter of slab edge, whichever is greater. more or possibly less levels of reshoring may be
3.8.4.4 Minimum horizontal load on wall and required.
column formwork: For wall and column formwork 3.9.2 Post-tensioning effects on shoring and
bracing design, the applied value of horizontal load reshoring
due to wind and eccentric vertical loads shall
produce effects not less than the effect of 1.5 kN/m 3.9.2.1 The formwork engineer/ contractor shall
of wall length or column width, applied at the top. plan the shoring and reshoring for post-tensioned
structures in close coordination with the
3.9—Shoring and floor loads in multi- engineer/architect. Information needed for
story structures development of safe shoring and reshoring
3.9.1 General operations includes:
3.9.1.1 Before construction, an overall plan for (a) Members to be post-tensioned;
scheduling of shoring and reshoring or backshoring, (b) Design live loads and dead loads; and
and calculation of loads transferred to the structure, (c) Post-tensioning sequence and the magnitude
shall be prepared by a qualified and experienced of stressing at each stressing stage.
formwork designer. 3.9.2.2 The construction load distribution is
3.9.1.2 The structure’s capacity to carry formwork calculated corresponding to two construction
shoring and reshoring loads shall be reviewed and stages. The first stage is during concrete placement
approved by the engineer/architect. The plan for of the top active level, and the second stage during
post-tensioning.

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 CHAPTER 3—CONSTRUCTION LOAD

3.9.2.3 The use of ACI simplified methods to advance by the formwork engineer/contractor in
evaluate construction load distribution between close coordination with the engineer/ architect.
concrete slabs and the shoring/reshoring system Information shall be exchanged regarding design
shall be allowed. details and construction methods. A clear
understanding shall be established for each party’s
❖ Typical construction phases responsibility in determining post-tensioning
procedures and shoring/reshoring operations.
In a typical construction cycle for a multistory cast-
in-place concrete building where both shores and Construction load distribution (Simplified
reshores are used, there are four construction method):
phases:
The analysis method, now known as the simplified
a) Phase 1—Installation of the shores and form method, is based on a single-bay structure model
followed by casting of the floor slab with the following assumptions:
b) Phase 2—Removal of the shores and form a) Ground-level or other grade base support is
from a full bay, allowing the slab to deflect rigid
and carry its own weight and any applied
construction loads b) All previously cast slabs are identical and
have equal stiffness
c) Phase 3—Removal of reshores at the lowest
interconnected level c) Shores and reshores are spaced closely
enough to treat their reactions as a
d) Phase 4—Placement of reshores in the story distributed load
from which the shores and forms were
removed; reshores are placed snugly without d) Shores and reshores are infinitely stiff
initially carrying any load. relative to the slabs

The construction load redistribution depends on the e) Reshores are installed snug-tight without
sequence and magnitude of tensioning at each initially carrying any load.
stage of stressing. When a slab is post-tensioned, If special situations are encountered (e.g. the first
a portion of the shore load is transferred to the few floors sometimes have a different structural
supporting beams. If the beam is shored, the beam design to accommodate higher service loads) an
shoring has to have the ability to carry this additional analytical consideration shall be required.
redistributed load. When the beams are post-
tensioned, a portion of the shore load is transferred If some lower floors are stiffer than subsequent
to the supporting columns or girders. The load floors, the stiffer floors will carry more load from
transfer associated with posttensioning of the operations above. Variations in each slab’s self-
beams can cause significant increases in the weight will also require consideration.
shoring loads at the beam/girder intersections for Application of the simplified method
the period of time in which the girders have not yet
been stressed. The maximum construction loading Table C3-1 demonstrates the application of the
condition for shoring occurs when slabs are fully simplified method. The example uses one level of
stressed first, followed by beams, then girders. In shores and two levels of reshores. The construction
this case, a careful analysis of the load transfer to live loads and weight of forms and shores are
the beam and girder shores/reshores is needed. included in the load analysis. The slabs are
Shall the tensioning sequence be reversed or the assumed to have equal thickness and stiffness and,
magnitude of stressing at each stage be reduced, therefore, the construction loads are distributed
the construction load redistribution during equally among the slabs. The shores and reshores
tensioning will be different and, most likely, will are assumed to be infinitely stiff relative to the
result in lower shore loads. supported slabs. Table C3-1 shows a sample load
case with formwork system loads and construction
The design of shoring/reshoring for post-tensioned loads as a proportion of slab self-weight. Actual
construction requires the engineer to understand construction live loads and formwork loads vary
many variables such as site conditions, shoring from project to project.
system type, and numerous combinations of
stressing sequences and the magnitude of Following the four phases of construction, each
stressing. Therefore, only general guidelines are floor level is subjected to construction loads that
presented in this Code. Given the variability of vary in magnitude as construction advances.
design and construction methods, the construction
of each project shall be planned carefully in

SBC 302-CR-18 15
CHAPTER 3—CONSTRUCTION LOAD

TABLES OF Chapter 3
Table 3-1: Unit material weight
Material Unit Weight (kN/m3)
Aluminum Alloy 27.0
Plain Concrete 23.5
Prestressed Concrete 24.5
Reinforced Concrete 24.0
Granular Soil/ Crushed Stones 22.0
Steel 77.0
Hardwood 9.5
Softwood 6.0
Water 9.8

Table 3-2: Minimum Concentrated Personnel and Equipment Loads

Area of Load Application
Action Minimum Loada [kN]
[mm × mm]
b
Each person 1.1 300 × 300
Wheel of manually powered vehicle 2.2 Load divided by tire pressurec
Wheel of powered equipment 8.9 Load divided by tire pressurec
a
Use actual loads where they are larger than tabulated here.
b
The spacings of the 1.1 kN concentrated loads need not be less than 460 mm c. to c.
c
For hard rubber tires, distribute load over an area 25 mm × the width of the tire.

Table 3-3: Classes of Working Surfaces for Combined Uniformly Distributed Loads
Uniform Loada (𝐤𝐍/
Operational Classb, c
𝐦𝟐 )
Light Duty: sparsely populated with personnel, hand-operated equipment, staging of materials
1.2
for lightweight construction
Medium Duty: concentrations of personnel, staging of materials for average construction 2.4
Heavy Duty: material placement by motorized buggies, staging of materials for heavy
3.6
construction
a
Loads do not include construction dead load, CDL, or fixed material loads, CFML.
b
OSHA categories.
c
Where the construction operation does not fit the definitions in this Table, the design shall be for the actual loads.
Concentrated loads shall be considered separately.

Table 3-4: Construction Period Factor CPF

Construction Period CPF
Less than 6 weeks 0.75
6 weeks to 1 year 0.80
1 to 2 years 0.85
2 to 5 years 0.90

SBC 302-CR-18 16
CHAPTER 3—CONSTRUCTION LOAD

Table 3-5: Force coefficients for wall and column forms

Element Aspect ratio B/h Force Coefficient 𝑪𝒇
0.1 1.70
Column forms 0.2 1.65
0.5 1.55
≤2 1.8
3 2.08
4 2.32
5 2.48
6 2.64
Wall forms 7 2.72
8 2.84
9 2.92
10 3.00
13 3.20
≥ 45 3.44

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CHAPTER 3—CONSTRUCTION LOAD

Table C3-1: Simplified analysis of loads on shores and slabs using one level of shoring, two
levels of reshoring
Load on slab in multiples of D
Shore/reshore
Structure Change Total at load at end
Step Operation and remarks At
status during end of of operation
beginning
operation operation
Place Level 1 concrete. Full
1 load is transmitted to ground by 0 0 0 1.5 D
shores.
Construction live load is gone.
Remove Level 1 shores,
allowing Slab 1 to carry its own
2 weight. 0 +1D 1D 0
Then place reshores beneath it,
snug but not loaded.
Form, shore, and place Level 2 0 0 0 1.5D
concrete. Slab 1 cannot deflect
3 and all added load goes through
1D 0 1D 1.5D
reshores to ground.

Slab 2 achieves required 0 +1D 1D 0

strength and construction live
load is gone. Remove the
1D 0 1D 0
4 Level 2 forms and shores,
allowing Slab 2 to carry its own
weight. Then place reshores
beneath it, snug but not loaded.
Form, shores, and place Level 3 0 0 0 1.5D
concrete, including the 0.5D
construction live load and shore 1.5D
1D 0 1D
5 load. All added load goes
through shores to the ground
because slabs cannot deflect 1D 0 1D 1.5D
further.
Construction live load is 0 +1D 1D 0
assumed removed as Slab 3
achieves required strength. 0
1D 0 1D
Remove shores beneath Level 3,
allowing it to carry its own
6 weight. This leaves no net load in 1D 0 1D —
reshores beneath Level 1, and
they are removed and installed
snugly beneath Level 3. They
carry no heat.
Form, shore, and place Level 4 0 0 0 1.5D
concrete with the assumed 0.5D
construction live load and shore
1D +0.5D 1.5D 1D
load. The total new applied load,
7 1.5D, is distributed equally to
the three interconnected slabs. 1D +0.5D 1.5D 0.5D

1D +0.5D 1.5D —

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CHAPTER 3—CONSTRUCTION LOAD

Table C3-1 (Contd.)

Operation and remarks Structure status Load on slab in multiples of D

Shore/reshore
Step Change Total at load at end
At
during end of of operation
beginning
operation operation
Level 4 concrete achieves 0 0 0 1.1D
required strength and the
construction live load of 0.4D 1.5D -0.13D 1.37D 0.73D
is removed in equal parts from
8
the slabs to which it was
distributed. 1.5D -0.13D 1.37D 0.36D

1.5D -0.13D 1.37D

Remove shores beneath Level 0 0 1D —
4, causing that slab to carry its
own weight. The load in those 1.37D -0.37D 1D 0
shores, including their weight,
9
is removed from the slabs to
which it had been distributed. 1.37D -0.37D 1D 0

1.37D -0.37D 1D
Move reshores beneath Level 2 1D 0 1D 0
up, placing them snugly
beneath Level 4, where they 1D 0 1D 0
carry no load. There is no
change in system loads.
10 1D 0 1D —
System conditions are now the
same as at the end of Step 6, and
when the Level 5 slab is placed, 1D 0 1D
the cycle repeats.

Notes:
The results indicated in the table shall not be used for actual projects because the actual construction live
loads and formwork loads may differ from those assumed in the table.
D is weight of slab.
Assumed construction live load = 0.4D
Assumed shore and form weight = 0.1D
Reshore weight is neglected.
= rigid support at starting level
= freshly placed slab
= hardened slab
= story of shores and formwork
= story of reshores

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SBC 302-CR-18 20
 CHAPTER 4—CONSTRUCTION CONSIDERATIONS

CHAPTER 4—CONSTRUCTION CONSIDERATIONS

undisturbed when forms are stripped, and removed

4.1—General only after the concrete has been sufficiently cured.
4.1.1 Formwork engineers and formwork Wood strips inserted for architectural treatment
contractors shall follow all regulations pertaining to shall be kerfed to permit swelling without causing
forming and shoring to maintain safe conditions for pressure on the concrete.
workers and the public. 4.2.3 Sloped surfaces steeper than 1.5 horizontal
4.2—Construction practices and to 1 vertical shall be provided with a top form to
workmanship hold the shape of the concrete during placement,
unless it can be demonstrated that the top forms can
4.2.1 Fabrication and assembly details of be omitted.
formwork shall consider Sections 4.2.1.1 through
4.2.1.7 . 4.2.4 Cleanup and coatings of forms shall be
conducted as follows:
4.2.1.1 Studs, wales, or shores shall be properly
spliced. 4.2.4.1 Forms shall be thoroughly cleaned of all
dirt, mortar, and foreign matter and coated with a
4.2.1.2 Joints or splices in sheathing, plywood release agent before each use. Where the bottom of
panels, and bracing shall be staggered. the form is inaccessible from within, access panels
4.2.1.3 Shores shall be installed plumb and with shall be provided to permit thorough removal of
adequate bearing and bracing. extraneous material before placing concrete.
4.2.1.4 Use specified size and capacity of form ties 4.2.4.2 Form coatings shall be applied before
or clamps. placing of reinforcing steel and it shall not be used
in such quantities as to run onto bars or concrete
4.2.1.5 All form ties or clamps shall be installed construction joints.
and properly tighten as specified. All threads shall
fully engage the nut or coupling. A double nut may 4.2.5 Construction operations on the
be required to develop the full capacity of the tie. formwork during casting shall consider the
following:
4.2.1.6 Forms shall be sufficiently tight to prevent
loss of mortar from the concrete. 4.2.5.1 Building materials, including concrete,
shall not be dropped or piled on the forms in such a
4.2.1.7 Access holes may be necessary in wall manner as to damage or overload it.
forms or other high, narrow forms to facilitate
concrete placement. 4.2.5.2 Runways for moving equipment shall be
provided with struts or legs as required and shall be
4.2.2 For Joints in the concrete, the following supported directly on the forms or structural
shall be considered: member. They shall not bear on nor be supported by
4.2.2.1 Contraction joints, expansion joints, the reinforcing steel unless special bar supports are
control joints, construction joints, and isolation provided. The forms shall be suitable for the
joints shall be installed as specified in the contract support of such runways without significant
documents or as requested by the contractor and deflections, vibrations, or lateral movements.
approved by the engineer/architect. 4.2.6 When loading new slabs the following
4.2.2.2 Bulkheads for joints shall preferably be shall be considered:
made by splitting along the lines of reinforcement 4.2.6.1 Guard against overloading of new slabs by
passing through the bulkhead so that each portion temporary material stockpiling or by early
can be positioned and removed separately without application of permanent loads.
applying undue pressure on the reinforcing rods,
which could cause spalling or cracking of the 4.2.6.2 Loads, such as aggregate, lumber,
concrete. When required on the engineer/architect’s reinforcing steel, masonry, or machinery shall not
plans, beveled inserts at control joints shall be left

SBC 302-CR-18 21
 CHAPTER 4—CONSTRUCTION CONSIDERATIONS

be placed on new construction in such a manner as 4.5.1.2 Shoring location on intermediate slabs or
to damage or overload it. other construction already in place shall be
approved by the engineer/architect.
4.3—Tolerances in formwork
construction 4.5.1.3 If reshores do not align with the shores
above, then reversal of bending moments shall be
4.3.1 Tolerances shall be specified by the calculated and taken into consideration.
engineer/ architect so that the contractor will know
precisely what is required and can design and 4.5.1.4 Reshores shall be prevented from falling by
maintain the formwork accordingly such means as spring clips at the top of reshores and
positively attaching perimeter reshores back into
4.3.2 Formwork shall be constructed with such the interior of the structure with appropriate lacing
dimensions so the resulting concrete members are or bracing.
within the specified dimensional tolerances of SBC
304. 4.5.1.5 The reshoring plan shall be submitted to the
engineer/architect for review related to effects on
4.3.3 The engineer/architect shall specify permanent structures.
tolerances or require performance appropriate to the
type of construction. 4.5.1.6 Multi-tier shoring: Single post shoring in
two or more tiers is a dangerous practice and shall
4.3.4 The contractor shall set and maintain be avoided.
concrete forms, including any specified camber, to
ensure completed work is within the tolerance 4.5.1.7 Special attention shall be given to beam and
limits. slab construction or one- and two-way joist
construction to prevent local overloading when a
4.4—Irregularities in formed surfaces heavily loaded shore rests on a thin slab.
4.4.1 The engineer/architect shall indicate which 4.5.1.8 Vertical shores shall be erected so that they
class of formed surface is required for the work cannot tilt and shall have a firm bearing. Inclined
being specified with reference to Table 4-1, shores shall be braced securely against slipping,
considering Sections 4.4.1.1 through 4.4.1.4 : sliding, or buckling. Moreover, Connections of
4.4.1.1 Class A is suggested for surfaces shore heads to other framing shall be adequate to
prominently exposed to public view where prevent the shores from falling out when reversed
appearance is of special importance. bending causes upward deflection of the forms
4.4.1.2 Class B is intended for coarse-textured, 4.5.2 When centering is used, lowering is
concrete-formed surfaces intended to receive generally accomplished by the use of sand jacks,
plaster, stucco, or wainscoting. jacks, or wedges beneath the supporting members.
4.4.1.3 Class C is a general standard for 4.6—Removal of Forms and Shores
permanently exposed surfaces where other finishes 4.6.1 Compliance requirements:
are not specified.
4.6.1.1 Before starting construction, the contractor
4.4.1.4 Class D is a minimum-quality requirement shall develop a procedure and schedule for removal
for surfaces where roughness is not objectionable, of formwork and installation of reshores, and shall
usually applied where surfaces will be permanently calculate the loads transferred to the structure
concealed. during this process.
4.4.2 If surface appearance is important, forms 4.6.1.2 Structural analysis and concrete strength
shall not be reused if damage from previous use requirements used in planning and implementing
would cause impairment to concrete surfaces. the formwork removal and reshore installation shall
4.5—Shoring and Centering be furnished by the contractor to the licensed design
professional and to the building official, when
4.5.1 Shoring requested.
4.5.1.1 Shoring shall be supported on satisfactory 4.6.1.3 No construction loads shall be placed on,
foundations, such as spread footings, mudsills, nor any formwork removed from, any part of the
slabs-on-ground, piers, caissons, or piling. structure under construction except when that
portion of the structure in combination with
remaining formwork has sufficient strength to

SBC 302-CR-18 22
 CHAPTER 4—CONSTRUCTION CONSIDERATIONS

support safely its weight and loads placed thereon construction loads corresponding to those
and without impairing serviceability. stages;
(b) The in-place strength of the concrete at the
4.6.1.4 Sufficient strength shall be demonstrated
various stages during construction;
by structural analysis considering anticipated loads,
(c) The influence of deformations of the
strength of formwork, and an estimate of in-place
structure and shoring system on the
concrete strength.
distribution of dead loads and construction
4.6.1.5 The estimate of in-place concrete strength loads during the various stages of
shall be based on tests of field-cured cylinders or on construction;
other procedures to evaluate concrete strength (d) The strength and spacing of shores or shoring
approved by the licensed design professional and, systems used, as well as the method of
when requested, approved by the building official. shoring, bracing, shore removal, and
4.6.1.6 Formwork shall be removed in such a reshoring including the minimum time
manner not to impair safety and serviceability of the interval between the various operations;
structure. (e) Any other loading or condition that affects
the safety or serviceability of the structure
4.6.1.7 Concrete exposed by formwork removal during construction.
shall have sufficient strength not to be damaged by
the removal. 4.6.2.3 The formwork engineer/contractor shall
communicate specific sequences of erection and
4.6.1.8 Formwork supports for post-tensioned removal of shoring and reshoring on the formwork
members shall not be removed until sufficient post- drawings.
tensioning has been applied to enable post-
tensioned members to support their dead load and 4.6.2.4 Because the minimum stripping time is
anticipated construction loads. usually a function of concrete strength, the
preferred method of determining stripping time is a
4.6.1.9 No construction loads exceeding the comparison of the actual strength gained to the
combination of superimposed dead load plus live strength required for stripping the element. The
load shall be placed on any unshored portion of the elapsed times shown in Table 4-2 may be used as
structure under construction, unless analysis guidance for determining stripping time for general
indicates adequate strength to support such planning purposes. The times shown represent a
additional loads and without impairing cumulative number of days, or hours, not
serviceability. necessarily consecutive, during which the
4.6.2 Removal of formwork: temperature of the air surrounding the concrete is
above 10°C.
4.6.2.1 In determining the time for removal of
formwork, consideration shall be given to the
construction loads, in-place strength of concrete,
and possibility of deflections greater than
acceptable to the licensed design professional.
Construction loads may be greater than the
specified live loads. Even though a structure may
have adequate strength to support the applied loads
at early ages, deflections can cause serviceability
problems.
4.6.2.2 The removal of formwork for multistory
construction shall be a part of a planned procedure
developed by the contractor that considers the
temporary support of the entire structure as well as
each individual member. Such a procedure shall be
planned before construction and shall be based on a
structural analysis taking into account at least (a)
through (e):
(a) The structural system that exists at the
various stages of construction, and the

SBC 302-CR-18 23
CHAPTER 4—CONSTRUCTION CONSIDERATIONS

TABLES OF Chapter 4

Table 4-1: Permitted abrupt or gradual irregularities in formed surfaces as measured within a
Shoring and Centering

Class of Concrete
A B C D
3 mm 6 mm 13 mm 25 mm

Table 4-2: Guidance for stripping time when contract documents do not specify stripping time of
stripping strength required

Structural element supported Elapsed time

Wallsa 12 hours
Columnsa 12 hours
Sides of beams and girdera 12 hours
Pan joist formsb
760 mm wide or less 3 days
Over 760 mm wide 4 days
Arch centers 14 days
Joist, beam or girders soffits
Under 3 m clear span between structural 7 daysc
supports
3 to 6 m clear span between structural supports 14 daysc
Over 6 m clear span between structural 21 daysc
supports
One-way floor slabs
Under 3 m clear span between structural 4 daysc
supports
3 to 6 m clear span between structural supports 7 daysc
Over 6 m clear span between structural 10 daysc
supports
Two-way slab systemsd Removal times are contingent on placement of reshores where
required. Reshores shall be placed as soon as practicable after
atripping operations are complete but not later than the end of the
working day in which stripping occurs. Where reshores are required
to implement early stripping while minimizing sag or creep (rather
than for distribution of superimposed construction loads as covered
in section 3.9), capacity and spacing of such reshores shall be
designed by the formwork engineer/contractor and approved by the
engineer/architect.
Post tensioned slab systemd As soon as post-tensioned operations have been completed and
approved
a
Where such forms also support formwork for slab or beam soffits, the removal times of the latter shall govern.
b
Of the type than can be removed without disturbing forming or shoring.
c
Where forms can be removed without disturbing shores, use half of values shown but bot less than 3 days.
d
Refer to section 3.9 for special conditions affecting the number of floors to remain shored or reshored.

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CHAPTER 4—CONSTRUCTION CONSIDERATIONS

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SBC 302-CR-18 25
 CHAPTER 5—SAFETY AND INSPECTION OF FORMWORK

CHAPTER 5—SAFETY AND INSPECTION OF FORMWORK

been shut down, locked out, and tagged to indicate

5.1—General that the ejection system is not to be operated.
5.1.1 No construction loads shall be placed on a 5.2.1.2 Concrete mixers with 0.8 m3 or larger
concrete structure or portion of a concrete structure
loading skips shall be equipped with the following:
unless the employer determines, based on
information received from a person who is qualified (a) A mechanical device to clear the skip of
in structural design, that the structure or portion of materials; and
the structure is capable of supporting the loads. (b) Guardrails installed on each side of the skip.
5.1.2 All protruding reinforcing steel, onto which 5.2.1.3 Powered and rotating type concrete
employees could fall, shall be guarded to eliminate troweling machines that are manually guided shall
the hazard of impalement. be equipped with a control switch that will
automatically shut off the power whenever the
5.1.3 For post-tensioning operations, the hands of the operator are removed from the
following requirements shall be met: equipment handles.
5.1.3.1 No employee (except those essential to the
5.2.1.4 Concrete buggy handles shall not extend
post-tensioning operations) shall be permitted to be
beyond the wheels on either side of the buggy.
behind the jack during tensioning operations.
5.2.1.5 Concrete pumping systems:
5.1.3.2 Signs and barriers shall be erected to limit
employee access to post-tensioning area during (a) Concrete pumping systems using discharge
tensioning operations. pipes shall be provided with pipe supports
designed for 100 percent overload.
5.1.4 No employee shall be permitted to ride
(b) Compressed air hoses used on concrete
concrete buckets. pumping system shall be provided with
5.1.5 When working under loads, the following positive fail-safe joint connectors to prevent
requirements shall be met: separation of sections when pressurized.
5.1.5.1 No employee shall be permitted to work 5.2.1.6 Concrete buckets:
under concrete buckets while buckets are being (a) Concrete buckets equipped with hydraulic
elevated or lowered into position. pneumatic gates shall have positive safety
5.1.5.2 To the extent practical, elevated concrete latches or similar safety devices installed to
buckets shall be routed so that no employee, or the prevent premature or accidental dumping.
fewest number of employees, are exposed to the (b) Concrete buckets shall be designed to
hazards associated with falling concrete buckets. prevent concrete from hanging up on top and
the sides.
5.1.6 No employee shall be permitted to apply a
cement, sand, and water mixture through a 5.2.2 Sections of tremies and similar concrete
pneumatic hose unless the employee is wearing conveyances shall be secured with wire rope (or
protective head and face equipment. equivalent materials) in addition to the regular
couplings or connections.
5.2—Requirements for equipment and
tools 5.2.3 Bull float handles, used where they might
contact energized electrical conductors, shall be
5.2.1 Bulk storage bins, containers, and silos constructed of nonconductive material or insulated
shall be equipped with the following: with a nonconductive sheath whose electrical and
(a) Conical or tapered bottoms; and mechanical characteristics provide the equivalent
(b) Mechanical or pneumatic means of starting protection of a handle constructed of nonconductive
the flow of material material.
5.2.1.1 No employee shall be permitted to enter 5.2.4 Masonry saws:
storage facilities unless the ejection system has

SBC 302-CR-18 26
 CHAPTER 5—SAFETY AND INSPECTION OF FORMWORK

5.2.4.1 Masonry saws shall be guarded with a 5.3.2.6 All base plates, shore heads, extension
semicircular enclosure over the blade. devices, and adjustment screws shall be in firm
contact, and secured when necessary, with the
5.2.4.2 A method for retaining blade fragments
foundation and the form.
shall be incorporated in the design of the
semicircular enclosure. 5.3.2.7 Eccentric loads on shore heads and similar
members shall be prohibited unless these members
5.2.5 Lockout/Tagout procedures:
have been designed for such loading.
5.2.5.1 No employee shall be permitted to perform
5.3.2.8 Adjustment of single post shores to raise
maintenance or repair activity on equipment (such
forms shall not be made after the placement of
as compressors, mixers, screens, or pumps used for
concrete.
concrete and masonry construction activities)
where the inadvertent operation of the equipment 5.3.2.9 Reshoring shall be erected, as the original
could occur and cause injury, unless all potentially forms and shores are removed, whenever the
hazardous energy sources have been locked out and concrete is required to support loads in excess of its
tagged. capacity.
5.2.5.2 Tags shall read Do Not Start or similar 5.3.3 Vertical slip forms:
language to indicate that the equipment is not to be
5.3.3.1 The steel rods or pipes on which jacks
operated.
climb or by which the forms are lifted shall be:
5.3—Requirements for cast-in-place (a) Specifically designed for that purpose; and
concrete (b) Adequately braced where not encased in
5.3.1 General requirements for formwork: concrete.
5.3.1.1 Formwork shall be designed, fabricated, 5.3.3.2 Forms shall be designed to prevent
erected, supported, braced, and maintained so that excessive distortion of the structure during the
it will be capable of supporting without failure all jacking operation.
vertical and lateral loads that may reasonably be 5.3.3.3 All vertical slip forms shall be provided
anticipated to be applied to the formwork. with scaffolds or work platforms where employees
5.3.1.2 Drawings or plans, including all revisions, are required to work or pass.
for the jack layout, formwork (including shoring 5.3.3.4 Jacks and vertical supports shall be
equipment), working decks, and scaffolds shall be positioned in such a manner that the loads do not
available at the job site. exceed the rated capacity of the jacks.
5.3.2 Shoring and reshoring: 5.3.3.5 The jacks or other lifting devices shall be
5.3.2.1 All shoring equipment (including provided with mechanical dogs or other automatic
equipment used in reshoring operations) shall be holding devices to support the slip forms whenever
inspected prior to erection to determine that the failure of the power supply or lifting mechanism
equipment meets the requirements specified in the occurs.
formwork drawings. 5.3.3.6 The form structure shall be maintained
5.3.2.2 Shoring equipment found to be damaged within all design tolerances specified for plumbness
such that its strength is reduced to less than that during the jacking operation.
required value shall not be used for shoring. 5.3.3.7 The predetermined safe rate of lift shall not
5.3.2.3 Erected shoring equipment shall be be exceeded.
inspected immediately prior, during, and 5.3.4 Reinforcing steel:
immediately after concrete placement.
5.3.4.1 Reinforcing steel for walls, piers, columns,
5.3.2.4 Shoring equipment that is found to be and similar vertical structures shall be adequately
damaged or weakened after erection, such that its supported to prevent overturning and to prevent
strength is reduced to less than that required, shall collapse.
be immediately reinforced.
5.3.4.2 Employers shall take measures to prevent
5.3.2.5 The sills for shoring shall be sound, rigid, unrolled wire mesh from recoiling. Such measures
and capable of carrying the maximum intended may include, but are not limited to, securing each
load. end of the roll or turning over the roll.

SBC 302-CR-18 27
 CHAPTER 5—SAFETY AND INSPECTION OF FORMWORK

5.3.5 Removal of formwork: 5.4.1.3 Forms shall be checked for required camber
when specified in the contract documents or shown
5.3.5.1 Forms and shores (except those used for
on the formwork drawings.
slabs on grade and slip forms) shall not be removed
until the employer determines that the concrete has 5.4.2 Inspection and Adjustment of
gained sufficient strength to support its weight and Formwork
superimposed loads. Such determination shall be
5.4.2.1 For Inspection and Adjustment, the
based on compliance with one of the following:
following actions shall be taken before concrete
(a) The plans and specifications stipulate placement:
conditions for removal of forms and shores,
(a) Telltale devices shall be installed on shores
and such conditions have been followed, or
or forms to detect formwork movements
(b) The concrete has been properly tested with
during concrete placement.
an appropriate ASTM standard test method
(b) Wedges used for final alignment before
designed to indicate the concrete
concrete placement shall be secured in
compressive strength, and the test results
position before the final check.
indicate that the concrete has gained
(c) Forms shall be anchored to the shores below
sufficient strength to support its weight and
so that undesired movement of any part of the
superimposed loads.
formwork system will be prevented during
5.3.5.2 Reshoring shall not be removed until the concrete placement. Such anchorages shall
concrete being supported has attained adequate be installed in such a way as to allow for
strength to support its weight and all loads in place anticipated take-up, settlement, or deflection
upon it. of the formwork members.
(d) Additional height of formwork shall be
5.4—Inspection of formwork provided to allow for closure of form joints,
5.4.1 Form inspection prior to casting shall settlements of mudsills, shrinkage of lumber,
include the following: and elastic shortening and dead load
deflections of form members. Where
5.4.1.1 Forms shall be inspected and checked
appropriate, the dimensional value of the
before the reinforcing steel is placed to confirm that
expected shortening effects may be stated in
the dimensions and the location of the concrete
the formwork design drawings.
members will conform to the structural plans.
(e) Positive means of adjustment (wedges or
5.4.1.2 Blockouts, inserts, sleeves, anchors, and jacks) shall be provided to permit
other embedded items shall be properly identified, realignment or readjustment of shores if
positioned, and secured. settlement occurs. Adjustment during or after
concrete placement shall not be performed.

SBC 302-CR-18 28
CHAPTER 5—SAFETY AND INSPECTION OF FORMWORK

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SBC 302-CR-18 29
PART II—CONCRETE

PART II—CONCRETE

SBC 302-CR-18 30
 CHAPTER 6—SCOPE, DEFINITIONS AND REFERENCED STANDARDS

CHAPTER 6—SCOPE, DEFINITIONS AND REFERENCED

STANDARDS

This chapter lists the standards that are referenced in various sections of this document. The
standards are listed herein by the promulgating agency of the standard, the standard identification,
the effective date and title, and the section or sections of this document that reference the standard.
These standards are listed here for guidance; however, for enforcement, they shall be adopted and/or
approved by the appropriate governmental authority (SASO or SBCNC) as per their mandates,
before being considered part of this code.

Curing period—Time during which continuous

6.1—Scope curing procedures are employed. (Note:
6.1.1 This part of the code (Chapter 6 through The curing period includes the initial and
Chapter 11 ) covers construction requirements for final curing stages.)
structural concrete including concrete mixtures, Day—A time period of 24 consecutive hours.
production and delivery, handling, placing and Dry—Having no visible liquid water.
finishing, curing of concrete, hot and cold weather Evaporation retardant—A material applied to the
concreting. surface of concrete, before set, to reduce
the evaporation rate of water without
6.2—Definitions interfering with finishing operations.
6.2.1 The following terms shall, for the purposes Final curing—Deliberate action after the final
of this code, have the meanings shown below. finishing to reduce the loss of water from
the surface of the concrete and control the
Approved—Determined to be satisfactory by
temperature of the concrete.
Architect/ Engineer—The architect,
Hot weather—High ambient temperature in
engineer, architectural firm, engineering
combination with high concrete
firm, or architectural and engineering firm
temperature, low relative humidity, high
issuing Project Drawings and
wind velocity, and solar radiation that may
Specifications, or supervising the Work
cause excessive evaporation.
under the Contract Documents.
Initial curing—Deliberate action taken between
Cold weather—A period when the average daily
placement and final finishing of concrete to
ambient temperature is below 4°C for more
reduce the loss of water from the surface of
than three successive days. The average
the concrete.
daily temperature is the average of the
Owner—The corporation, association, partnership,
highest and lowest temperature during the
individual, or public body or authority with
period from midnight to midnight. When
whom the Contractor enters into an
temperatures above 10°C occur during
agreement and for whom the Work is
more than half of any 24-hour duration, the
provided.
period shall no longer be regarded as cold
Quality assurance—Actions taken by Owner or
weather.
Owner’s Representative to provide
Contract Documents—A set of documents supplied
confidence that Work done and materials
by Owner to Contractor as the basis for
provided are in accordance with Contract
construction. These documents contain
Documents.
contract forms, contract conditions,
Quality control—Actions taken by Contractor to
specifications, drawings, addenda, and
ensure that Work meets the requirements in
contract changes.
Contract Documents.
Contractor—The person, firm, or corporation with
Permitted—Accepted by or acceptable to Architect/
whom the Owner enters into an agreement
Engineer, usually pertains to a request by
for construction of the Work.
Contractor, or when specified in Contract
Documents.

SBC 302-CR-18 31
 CHAPTER 6—SCOPE, DEFINITIONS AND REFERENCED STANDARDS

Project drawings—The drawings, which along with A820/A820M Standard Specification for Steel
the Project Specifications, complete the Fibers for Fiber-Reinforced Concrete.
descriptive information for constructing the C31/C31M Standard Practice for Making and
Work required or referred to in the Contract
Documents. Curing Concrete Test Specimens in the Field.
Project specifications—The written documents C33/C33M Standard Specification for Concrete
which specify requirements for a project in Aggregates.
accordance with the service parameters and C39/C39M Standard Test Method for Compressive
other specific criteria established by the Strength of Cylindrical Concrete Specimens.
Owner.
Protection period—The required time during which C78/C78M Standard Test Method for Flexural
the concrete is maintained at or above a Strength of Concrete (Using Simple Beam with
specific temperature in order to prevent Third- Point Loading).
freezing of the concrete or to ensure the C94/C94M Standard Specification for Ready-
necessary strength development for Mixed Concrete.
structural safety.
Referenced standards—Standards of a technical C138/C138M Standard Test Method for Density
society, organization, or association, (Unit Weight), Yield, and Air Content
including the codes of local or state (Gravimetric) of Concrete.
authorities, which are referenced in the C143/C143M Standard Test Method for Slump of
Contract Documents. Hydraulic-Cement Concrete.
Required—Mandatory as prescribed in Project
Specifications or Contract Documents. C144 Standard Specification for Aggregate for
Segregation—The tendency for coarse aggregate to Masonry Mortar.
separate from the sand-cement mortar. C150/C150M Standard Specification for Portland
Submit—Provide to Architect/Engineer for review. Cement.
Submittal—Document or material provided to C156 Standard Test Method for Water Retention by
Architect/ Engineer for review and
approval Liquid Membrane-Forming Curing Compounds
Testing agency—The person, firm, or entity under for Concrete.
contract for testing. C171 Standard Specification for Sheet Materials for
Wet—Covered with visible free moisture; not dry. Curing Concrete.
Work—The entire construction or separately C173/C173M Standard Test Method for Air
identifiable parts thereof which are
required to be furnished under the Contract Content of Freshly Mixed Concrete by the
Documents. Work is the result of Volumetric Method.
performing services, furnishing labor, and C192/C192M Standard Practice for Making and
furnishing and incorporating materials and Curing Concrete Test Specimens in the
equipment into the construction, all as Laboratory.
required by the Contract Documents.
C231/C231M Standard Test Method for Air
6.3—Referenced standards Content of Freshly Mixed Concrete by the
Standards cited in this Part of the Code are listed Pressure Method.
below with their titles and serial designations. C293/C293M Standard Test Method for Flexural
6.3.1 American Association of State Highway and Strength of Concrete (Using Simple Beam with
Transportation Officials (AASHTO) Center-Point Loading).
M 182 Specification for Burlap Cloth Made from C309 Standard Specification for Liquid Membrane-
Jute or Kenaf and Cotton Mats Forming Compounds for Curing Concrete.
6.3.2 American Concrete Institute (ACI)
C387/C387M Standard Specification for Packaged,
Dry, Combined Materials for Concrete and High
ACI 117M Specification for Tolerances for
Strength Mortar.
Concrete Construction and Materials
C404 Standard Specification for Aggregates for
6.3.3 ASTM International Masonry Grout.

SBC 302-CR-18 32
 CHAPTER 6—SCOPE, DEFINITIONS AND REFERENCED STANDARDS

C494/C494M Standard Specification for Chemical Special Properties for Curing and Sealing
Admixtures for Concrete. Concrete.
C618 Standard Specification for Coal Fly Ash and C1602/C1602M Standard Specification for Mixing
Raw or Calcined Natural Pozzolan for Use in Water Used in the Production of Hydraulic
Concrete. Cement Concrete.
C685/C685M Standard Specification for Concrete E1155 Standard Test Method for Determining FF
Made by Volumetric Batching and Continuous Floor Flatness and FL Floor Levelness
Mixing. Numbers.
C845/C845M Standard Specification for Expansive
6.4—Quality assurance and quality
Hydraulic Cement.
control
C989/C989M Standard Specification for Slag
6.4.1 Accredited testing agency (or agencies)
Cement for Use in Concrete and Mortars.
meeting the requirements of Part III of this Code
C1017/C1017M Standard Specification for shall be employed to perform quality control
Chemical Admixtures for Use in Producing testing.
Flowing Concrete. 6.4.2 Testing agencies that perform testing
C1064/C1064M Standard Test Method for services shall be accepted by the Architect/Engineer
Temperature of Freshly Mixed Hydraulic- before performing any Work.
Cement Concrete. 6.4.3 The agency that perform testing services on
C1077 Standard Practice for Agencies Testing concrete and concrete aggregates shall meet the
Concrete and Concrete Aggregates for Use in requirements of ASTM C1077.
Construction and Criteria for Testing Agency 6.4.4 Field tests of concrete shall be made by an
Evaluation. ACI Concrete Field Technician - Grade 1 or
C1116/C1116M Standard Specification for Fiber- equivalent.
Reinforced Concrete 6.4.5 The testing agency shall report results of
C1218/C1218M Standard Test Method for Water- tests and inspections performed during the course of
Soluble Chloride in Mortar and Concrete. the work within 3 working days of testing.
C1240 Standard Specification for Silica Fume Used 6.4.6 An adequate area for use by the testing
in Cementitious Mixtures. agency for safe storage of field-cured specimens
until time of test shall be provided by the contractor.
C1315 Standard Specification for Liquid
Membrane- Forming Compounds Having

SBC 302-CR-18 33
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SBC 302-CR-18 34
 CHAPTER 7—CONCRETE MIXTURES, PRODUCTION AND DELIVERY

CHAPTER 7 —CONCRETE MIXTURES, PRODUCTION AND

DELIVERY

water on strength and setting time in

7.1—General compliance with ASTM
7.1.1 Scope C1602/C1602M. Documentation on
optional requirements of ASTM
7.1.1.1 This chapter covers the requirements for
C1602/C1602M.
materials, proportioning, production, and delivery
(d) Field test records—Data on material and
of concrete.
mixture proportions with supporting test
7.1.2 Definitions results if field test records are used as the
basis for selecting proportions and
7.1.2.1 Terms used in this Chapter are as defined in
documenting conformance with specified
Chapter 6 .
requirements, in accordance with Section
7.1.3 Referenced standards 7.2.3.6 (a).
7.1.3.1 Standards cited in this Chapter are listed in (e) Trial mixture records—Data on material and
Chapter 6 with their titles and serial designations.
mixture proportions with supporting test
results if trial mixture records are used as a
7.1.4 Submittals by the Contractor basis for documenting compliance with
7.1.4.1 Provide submittals as required by this Code specified requirements in accordance with
in accordance with Contract Documents: Section 7.2.3.6 (b).
(f) Durability requirements—Documentation
(a) Mixture proportions—Concrete mixture that concrete meets durability requirements
proportions and characteristics. of Section 7.2.2.6 .
(b) Mixture strength data—Strength data records (g) Mixture proportion adjustments—Requests
used to establish the required average for adjustments to mixture proportions or
strength in accordance with Section 7.2.3.5 . changes in materials made during the course
(c) Concrete materials—The following of the Work, along with supporting
information for concrete materials, along documentation showing conformance with
with evidence demonstrating compliance the Contract Documents.
with Section 7.2.1: (h) Volumetric batching—Request and
(i) For cementitious materials: types, description of method if concrete production
manufacturing locations, shipping by the volumetric batching method is
locations, and certificates showing proposed.
compliance with ASTM (i) Certification of production facilities and
C150/C150M, ASTM C618, ASTM delivery vehicles—Documentation of
C845/C845M, ASTM C989/C989M, certification or approval
or ASTM C1240.
(ii) For aggregates: types, pit or quarry 7.1.5 Quality control and quality assurance
locations, producers’ names, 7.1.5.1 Quality assurance and Quality control shall
aggregate supplier statement of comply with the requirements of Chapter 6 , Section
compliance with ASTM C33/C33M. 6.4 .
(iii) For admixtures: types, brand names,
producers’ names, manufacturer’s 7.1.5.2 Test records shall be maintained verifying
technical data sheets, and certificates that materials used are the specified and accepted
showing compliance with ASTM types and sizes and are in conformance with Section
C494/C494M and ASTM 7.2.1.
C1017/C1017M. 7.1.5.3 Production and delivery of concrete shall
(iv) For water and ice: source of supply, conform to Sections 7.3.1 and 7.3.2.
when nonpotable source is proposed
for use, documentation on effects of

SBC 302-CR-18 35
 CHAPTER 7—CONCRETE MIXTURES, PRODUCTION AND DELIVERY

7.1.5.4 Concrete shall have the specified to make ice shall comply with ASTM
characteristics in the freshly mixed state at delivery C1602/C1602M.
7.1.6 Material storage and handling 7.2.1.4 Admixtures—Unless otherwise specified,
admixtures shall conform to the following:
7.1.6.1 Cementitious materials—Cementitious
materials shall be kept dry and free from (a) Chemical admixtures conforming to ASTM
contaminants. C494/C494M.
(b) Chemical admixtures for use in producing
7.1.6.2 Aggregates—Aggregate shall be stored
flowing concrete conforming to ASTM
and handled in a manner that will avoid segregation
C1017/C1017M.
and prevents contamination by other materials or
(c) Admixtures used in concrete shall be the
other sizes of aggregates. Store aggregates in
same as those used in the concrete
locations that will permit them to drain freely.
represented by submitted field test records or
7.1.6.3 Water and ice—Mixing water and ice used in trial mixtures.
shall be protected from contamination during
7.2.1.5 Steel fibers—If steel fiber-reinforced
storage and delivery.
concrete is specified in Contract Documents for
7.1.6.4 Admixtures—Admixtures shall be providing shear resistance, steel fibers shall be
protected against contamination, evaporation, or deformed and conform to ASTM A820/A820M.
damage. To ensure uniform distribution of Steel fibers shall have a length-to-diameter ratio of
constituents, provide agitating equipment for at least 50 and not exceed 100. Steel fibers for other
admixtures used in the form of suspensions or applications shall be in accordance with Contract
unstable solutions. Liquid admixtures shall be Documents.
protected from temperature changes that would
7.2.1.6 Change of materials—If changes to
adversely affect their characteristics.
brand, type, size, or source of cementitious
7.2—Concrete mixtures materials; aggregates; water; ice; or admixtures are
proposed, submit new field data, data from new trial
7.2.1 Materials
mixtures, or other evidence that the change will not
7.2.1.1 Cementitious materials—Unless adversely affect the relevant properties of the
otherwise specified, cementitious materials shall concrete. Data shall be submitted before changes
conform to Sections 7.2.1.1 (a) through 7.2.1.1 (e). are made.
Use cementitious materials that meet the durability
7.2.2 Performance and design requirements
criteria of Section 7.2.2.6 .
7.2.2.1 Cementitious material content—
(a) Portland cement conforming to ASTM C150.
Cementitious material content shall be adequate for
(b) Pozzolans conforming to ASTM C618.
concrete to satisfy the specified requirements for
(c) Slag cement conforming to ASTM
strength, w/cm, durability, and finishability.
C989/C989M.
(d) Silica fume conforming to ASTM C1240. 7.2.2.2 Slump—Unless otherwise specified, select
(e) Cementitious materials used shall be of a target slump at the point of delivery for all
same brand and type and from same concrete mixtures not to exceed 150 mm. Concrete
manufacturing plant as cementitious shall not show visible signs of segregation. Slump
materials used in concrete represented by shall be determined in accordance with ASTM
submitted field test records or used in trial C143/C143M.
mixtures.
7.2.2.3 Size of coarse aggregate—Unless
7.2.1.2 Aggregates—Unless otherwise specified, otherwise specified, nominal maximum size of
aggregates shall conform to ASTM C33/C33M. coarse aggregate shall not exceed three-fourths of
Aggregates used in concrete shall be obtained from the minimum clear spacing between reinforcement,
the same sources and have the same size range as one-fifth of the narrowest dimension between sides
aggregates used in concrete represented by of forms, or one-third of the thickness of slabs or
submitted field test records or used in trial mixtures. toppings.
7.2.1.3 Water and ice—Unless otherwise 7.2.2.4 Air content—Non-air entrained concrete
specified, mixing water for concrete and water used shall be used with the total air content not to exceed

SBC 302-CR-18 36
 CHAPTER 7—CONCRETE MIXTURES, PRODUCTION AND DELIVERY

3%. Air content shall be measured in accordance 7.2.2.8 Steel fiber-reinforced concrete—If steel
with ASTM C173/C173M or ASTM C231. fiber-reinforced concrete is specified for providing
shear resistance, the concrete mixture shall conform
7.2.2.5 Concrete temperature
to ASTM C1116/C1116M. Unless otherwise
(a) Minimum temperature—If the average of the specified, the mixture shall contain at least 60 kg.
highest and lowest ambient temperature from of steel fibers per cubic meter of concrete and shall
midnight to midnight is expected to be less meet the requirements of Section 26.12.5 of SBC
than 4°C for more than 3 successive days, 304. Steel fiber-reinforced concrete for other
comply with cold weather requirements of applications shall be in accordance with Contract
Chapter 11 of the Code. Documents.
(b) Maximum temperature—Unless otherwise
7.2.3 Proportioning
specified, the temperature of concrete as
delivered shall not exceed 35°C. 7.2.3.1 Concrete shall be proportioned to comply
with Section 7.2.2 and so concrete can be worked
7.2.2.6 Durability
readily into forms and around reinforcement
(a) Sulfate resistance—Unless otherwise without segregation, and to provide an average
specified, provide concrete meeting the compressive strength adequate to meet acceptance
requirements of Table 7-1, based on the requirements of Chapter 26 of SBC 304.
exposure class assigned to members for
7.2.3.2 If the production facility has records of
sulfate exposure. Submit documentation
field strength tests performed within the past 12
verifying compliance with specified
months and spanning no less than 45 calendar days
requirements.
for a class of concrete within 7 MPa of that
(b) Corrosion protection of reinforcement—
specified for Work, a sample standard deviation
Unless otherwise specified, concrete shall
shall be calculated in accordance with Section
meet the requirements of Table 7-2 based on
7.2.3.4 and the required average compressive
the exposure class assigned to members
strength 𝑓𝑐𝑟′ established in accordance with Section
requiring protection against reinforcement
7.2.3.5 (a).
corrosion in Contract Documents.
Documentation shall be submitted verifying 7.2.3.3 If reliable field strength test records are not
compliance with specified requirements. available, 𝑓𝑐𝑟′ shall be determined from Table 7-3.
Water-soluble chloride ion content
7.2.3.4 Sample standard deviation
contributed from constituents including
water, aggregates, cementitious materials, (a) Field strength test records—Field strength
and admixtures shall be determined for the test records used to calculate sample standard
concrete mixture by ASTM C1218/C1218M deviation shall represent materials, mixture
at age between 28 and 42 days. proportions, quality control procedures, and
climatic conditions similar to those expected
7.2.2.7 Strength and w/cm—The compressive
in the Work. Test records shall comply with
strength and maximum w/cm of the concrete for
data from a single group of at least 30
each portion of the Work, shall be as specified in
consecutive compressive-strength tests with
Contract Documents.
the same mixture proportions.
(a) Unless otherwise specified, strength (b) Calculation of sample standard deviation -
requirements shall be based on The sample standard deviation 𝑆𝑠 of the
compressive strength tests at 28 days. strength test records shall be calculated as
Compressive strength is measured using follows:
150 x 300 mm or 100 x 200 mm cylindrical
specimens made and tested in accordance ∑𝑛 (𝑋𝑖 − 𝑋̅)2
with ASTM C31/C31M and C39/C39M, 𝑆𝑠 = √ 𝑖=1 (7-1)
(𝑛 − 1)
respectively. A strength test at designated
age is the average of at least two 150×300
mm cylinders or the average of at least where 𝑆𝑠 is sample standard deviation; 𝑛 is number
three 100×200 mm cylinders made from the of test results considered; 𝑋̅ is average of 𝑛 test
same concrete sample. results considered; and 𝑋𝑖 is individual test result
7.2.3.5 Required average compressive strength -
𝑓𝑐𝑟′ shall be determined for specified class of

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 CHAPTER 7—CONCRETE MIXTURES, PRODUCTION AND DELIVERY

concrete in accordance with Section 7.2.3.5 (a) or (iv) Trial mixtures shall be proportioned to
Section 7.2.3.5 (b). produce a slump as specified for
proposed Work.
(a) The sample standard deviation calculated in
(v) For each trial mixture, three
accordance with Section 7.2.3.4 shall be
compressive strength cylinders shall
used to establish 𝑓𝑐𝑟′ in accordance with Table
′ be made and cured for each test age in
7-4 . Use larger of two values of 𝑓𝑐𝑟
accordance with ASTM
calculated.
C192/C192M. Compressive strength
(b) When field strength test records are not
shall be tested in accordance with
available to calculate a sample standard
ASTM C39/C39M at 28 days or at the
deviation, the required average compressive
designated test age for 𝑓𝑐′ .
strength 𝑓𝑐𝑟′ shall be determined from Table
(vi) Mixture proportions shall be
7-4 .
established based on the trial batch
7.2.3.6 Documentation of average compressive data to achieve an average
strength—Provide documentation indicating the compressive strength of at least 𝑓𝑐𝑟′ as
proposed concrete proportions will produce an determined in Section 7.2.3.5 and to
average compressive strength equal to or greater not exceed maximum w/cm. The
than the required average compressive strength. proposed concrete mixture shall meet
Documentation shall consist of field strength test other applicable requirements of
records in accordance with Section 7.2.3.6 (a) or Section 7.2.2.6 and trial mixture
trial mixtures in accordance with Section 7.2.3.6 records shall have been developed less
(b). than 12 months from the date of
submittal.
(a) Field strength test data—If field strength test
data are available and represent a single 7.2.3.7 Field verification of selected mixture
group of at least 30 consecutive strength tests proportions—If required by the Engineer, field
for one mixture, using the same materials, verification of the effects of placement methods on
under the same conditions, and concrete mixture characteristics shall be conducted.
encompassing a period of not less than 45 Using materials and mixture proportions accepted
days, the average of field strength test results for use in the Work, verify that concrete can be
equals or exceeds 𝑓𝑐𝑟′ shall be verified. placed using the intended placing method. Place
(b) Trial mixtures—Mixture proportions shall be concrete mixture using project equipment and
established based on trial mixtures to comply personnel. Evaluate the effect of placement
with the following: methods on slump. Make suitable corrections to the
(i) Materials and materials combinations placing methods or to mixture proportions, if
listed in Sections 7.2.1.1 through needed. Submit adjustments to mixture proportions.
7.2.1.4 proposed for the Work shall be
7.2.3.8 Revisions to concrete mixtures—When
used.
30 consecutive compressive strength test results
(ii) 𝑓𝑐𝑟′ shall be determined in accordance
become available from the field, calculate the
with Section 7.2.3.5 .
average compressive strength and standard
(iii) At least three trial mixtures shall be
deviation. A revised value for 𝑓𝑐𝑟′ shall be calculated
made for each concrete class with a
in accordance with Section 7.2.3.5 (a).
range of proportions that will produce
a range of compressive strengths that (a) If actual average compressive strength
will encompass 𝑓𝑐𝑟′ . For concrete made 𝑋̅ exceeds the revised value of 𝑓𝑐𝑟′ and
with more than one type of requirements of Chapter 26 of SBC 304 are
cementitious material, the concrete met, it is acceptable to modify mixture
supplier shall establish the w/cm and proportions to achieve an average strength
the relative proportions of the equal to the revised value of 𝑓𝑐𝑟′ . The revised
cementitious materials and mixture shall meet requirements of Section
admixtures, if any, that will produce 7.2.2.
the required average compressive (b) If actual average compressive strength 𝑋̅ is
strength. less than revised value of 𝑓𝑐𝑟′ or if either of
the two requirements in Section 26.12.3 of
SBC 304 is not met, immediate steps shall be

SBC 302-CR-18 38
 CHAPTER 7—CONCRETE MIXTURES, PRODUCTION AND DELIVERY

taken to increase average compressive 7.3.2 Delivery

strength of the concrete.
7.3.2.1 Concrete shall be transported and delivered
(c) Revised mixture proportions for approval
in equipment conforming to ASTM C94/C94M.
shall be submitted before placing the revised
concrete in the Work. 7.3.2.2 Slump adjustment—Unless otherwise
specified, if concrete slump test results are below
7.3—Production and delivery of required slump, slump may be adjusted by adding
concrete chemical admixtures. Measure slump after slump
7.3.1 Measuring, batching, and mixing— adjustment to verify compliance with specified
Production facilities shall produce concrete of requirements. Adding water to increase slump shall
specified quality and conforming to this Code. not be allowed.
7.3.1.1 Ready mixed concrete—Unless otherwise 7.3.2.3 Limits on discharge—Discharge of
specified, measure, batch, and mix concrete concrete shall be completed within 120 minutes
materials and concrete in conformance to ASTM after the introduction of mixing water to the cement
C94/C94M. and aggregate. Slump and temperature of concrete
shall be within the specified limits.
7.3.1.2 Concrete produced by volumetric
batching and continuous mixing—Concrete 7.3.2.4 Sampling for compliance testing—
produced by volumetric batching and continuous Samples for preparing strength test specimens of
mixing shall conform to ASTM C685/C685M. each concrete mixtures shall comply with the
requirements of Section 26.12.2 of SBC 304.
7.3.1.3 Prepackaged dry materials used in
concrete—If packaged dry-combined materials are
used, they shall conform to ASTM C387/C387M
and satisfy requirements of this Code.

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CHAPTER 7—CONCRETE MIXTURES, PRODUCTION AND DELIVERY

TABLES OF Chapter 7

Table 7-1: Requirements for Exposure Category S: Sulfate exposure

Exposure Maximum Minimum 𝒇′𝒄
Cement type
class w/cm MPa
S0 N/A 20 No type restriction
S1 0.50 28 II or V
S2 0.45 31 V
S3 0.45 31 V + pozzolan or slag cement

Table 7-2: Requirements for Exposure Category C: Conditions requiring corrosion protection
of reinforcement
Maximum water-soluble
Exposure Maximum Minimum 𝒇′𝒄 , chloride ion (Cl-) content
class w/cm MPa Cement type in concrete, percent by
weight of cement
Nonpre-stressed concrete Pre-stressed concrete
C0 N/A 20 No type restriction 1.00 0.06
C1 0.50 28 No type restriction 0.30 0.06
C2 0.50 28 No type restriction 0.15 0.06
C3 0.45 31 I or II 0.15 0.06
C4 0.40 35 I + pozzolan or Slag cement 0.15 0.06
C5 0.35 40 I + pozzolan or Slag cement 0.15 0.06

Table 7-3: Required average compressive strength 𝒇′𝒄𝒓 when data are not available to establish
standard deviation
Specified compressive strength, 𝒇′𝒄 , MPa Required average compressive strength, 𝒇′𝒄𝒓 , MPa
20 to 35 𝑓𝑐′ + 8.5
Over 35 1.1 𝑓𝑐′ + 5

Table 7-4: Required average compressive strength 𝒇′𝒄𝒓 when data are available to establish a
sample standard deviation, MPa
Required average compressive strength, 𝒇′𝒄𝒓 , MPa
Specified compressive strength 𝒇′𝒄 , MPa
Use the larger of:
𝑓𝑐𝑟′ = 𝑓𝑐′ + 1.347 𝑆𝑠
35 or less
𝑓𝑐𝑟′ = 𝑓𝑐′ + 2.33 𝑆𝑠 − 3.5
𝑓𝑐𝑟′ = 𝑓𝑐′ + 1.341 𝑆𝑠
Over 35
𝑓𝑐𝑟 = 0.90 𝑓𝑐′ + 2.331 𝑆𝑠
′

SBC 302-CR-18 40
CHAPTER 7—CONCRETE MIXTURES, PRODUCTION AND DELIVERY

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SBC 302-CR-18 41
 CHAPTER 8—HANDLING, PLACING AND FINISHING

CHAPTER 8—HANDLING, PLACING AND FINISHING

requirements, temperature-measuring
8.1—General methods, and protection activities.
8.1.1 Scope (e) Initial curing—Comply with Chapter 9 for
methods to be used for initial curing.
8.1.1.1 This chapter covers the construction of
cast-in-place structural concrete. Included are 8.1.4.3 If alternatives are proposed, comply with
procedures for handling, placing, finishing, and Sections 8.1.4.3 (a) through 8.1.4.3 (d) for approval.
repair of surface defects. (a) Bonding agent—If bonding material other
8.1.2 Definitions than cement grout is proposed for two-course
slabs or construction joints, applicable
8.1.2.1 Terms used in this Chapter are as defined in
specification and manufacturer’s data on
Chapter 6 .
bonding agent shall be submitted.
8.1.3 Referenced standards (b) Contraction or expansion joints—If
contraction or expansion joints other than
8.1.3.1 Standards cited in this Chapter are listed in
those indicated in Contract Documents are
Chapter 6 with their titles and serial designations.
proposed, locations shall be submitted.
8.1.4 Submittals by the Contractor (c) Repair materials—If a repair material other
8.1.4.1 The Contractor shall submit to the than that described in Section 8.2.1.1 is
Architect/Engineer the information specified in proposed, applicable repair material
Sections 8.1.4.1 (a) through 8.1.4.1 (d) unless specification, manufacturer’s data on the
otherwise specified. proposed repair material, and proposed
preparation and application procedure shall
(a) Placement notification—Notification of be submitted.
concrete placement at least 24 hours before (d) Sawed joints—If sawed joints are to be
placement. installed using methods that are different
(b) Preplacement requirements—List of from those specified in Section 8.3.5, request
preplacement activities. of the proposed methods shall be submitted.
(c) Preplacement meeting—Agenda for
preplacement meeting to be held before start 8.1.4.4 Joints not shown in Contract Documents
of placement activities. (a) The Contractor shall submit details and
(d) Hot-weather placement—Comply with locations of construction joints not indicated
Chapter 10 of this Code for hot weather in Contract Documents, for approval.
placement and protection requirements (b) Location of construction joints shall be in
8.1.4.2 If required, the Contractor shall submit accordance with the following requirements:
information specified in Sections 8.1.4.2 (a)
through 8.1.4.2 (e). (i) Joints shall be located within middle
one-third of spans of slabs, beams, and
(a) Conveying equipment—Description of girders. If a beam intersects a girder
conveying equipment. within the middle one-third of girder
(b) Surface cleaning—If removal of stains, rust, span, the distance between the
efflorescence, and surface deposits is construction joint in the girder and the
required as described in Section 8.3.7.6 , edge of the beam shall be at least twice
submit proposed method of removal. the width of the larger member.
(c) Wet-weather protection—Wet-weather (ii) For members with post-tensioning
protection activities. tendons, joints shall be located where
(d) Cold-weather placement and protection tendons pass through centroid of
activities - Comply with Chapter 11 of this concrete section.
Code for cold-weather placement (iii) Joints in walls and columns shall be
located at underside of slabs, beams,

SBC 302-CR-18 42
 CHAPTER 8—HANDLING, PLACING AND FINISHING

or girders and at tops of footings or (a) Subgrade and base shall be prepared in
slabs. accordance with Contract Documents.
(iv) Joints shall be made perpendicular to (b) Tolerance for the base material elevation
main reinforcement. shall be in accordance with ACI 117M.
8.1.5 Delivery, storage, and handling 8.3.1.5 In hot weather, provisions shall be made in
advance of concrete placement to limit the rate of
8.1.5.1 Delivery, storage, and handling of products
evaporation of water from the concrete surface
shall be in accordance with manufacturer’s
during or immediately after placing or finishing, as
recommendations.
detailed in Chapter 9 and Chapter 10 of this Code.
8.1.5.2 Products stored beyond manufacturer’s
8.3.1.6 In cold weather, the concrete shall be cured
recommended shelf life shall not be used.
and protected in accordance with the requirements
8.2—Products of Chapter 11 . Use heating, covering, or other
means to maintain required temperature without
8.2.1 Materials
drying of concrete.
8.2.1.1 Surface repair materials—Unless
8.3.2 Placement of concrete
otherwise specified, approved repair mortar shall be
used to repair surface defects. For concrete exposed 8.3.2.1 Surfaces against which concrete will be
to view, repair mortar shall match adjacent concrete placed shall be prepared to minimize the absorption
color. of water from the fresh concrete. Concrete shall not
be placed against surfaces that will introduce free
8.2.1.2 Bonding material—Approved bonding
water to the fresh concrete.
agent applied in accordance with the
manufacturer’s requirements or Portland-cement 8.3.2.2 Weather considerations
grout of the same proportions as the mortar in the
(a) Wet weather— Concrete shall not be placed
concrete shall be used. while rain is falling unless protection is
8.2.1.3 Scrub coat—Scrub coat material shall be provided. Do not allow precipitation to
mixed with one part Portland cement and one part increase mixing water or to damage concrete
sand by loose volume with water. Sand shall meet surface.
the requirements of ASTM C144 or ASTM C404. (b) Cold weather—Concrete temperatures at
delivery and placing shall meet the
8.3—Execution requirements of Chapter 11 . Do not place
8.3.1 Preparation concrete in contact with surfaces less than
2°C. Unless otherwise specified, this
8.3.1.1 Concrete shall not be placed until data on
requirement shall not apply to reinforcing
materials and mixture proportions are approved. steel.
8.3.1.2 Hardened concrete and foreign materials (c) Hot weather—Unless otherwise specified,
from inner surfaces of conveying equipment shall concrete temperature as placed shall not
be removed. exceed 35°C. If temperature of
reinforcement, embedments, or forms is
8.3.1.3 Before placing concrete in forms, the
greater than 50°C, use a fine mist of water to
following shall be completed:
moisten and cool hot surfaces. Standing
(a) Comply with formwork requirements water shall be removed before placing
specified in PART I of this Code. concrete.
(b) Remove water, debris and other foreign
8.3.2.3 Conveying - Concrete shall be conveyed
materials from surfaces against which
from mixer to final deposition using equipment in
concrete will be placed, and from
Section 8.3.2.4 by methods that do not result in
reinforcement and embedded items.
segregation or loss of constituents.
(c) Comply with reinforcement placement
requirements specified in the Design 8.3.2.4 Conveying equipment - Conveying
Documents. equipment used shall be of sufficient capacity to
meet the requirements of Section 8.3.2.3 .
8.3.1.4 Before placing a concrete slab-on-ground,
Conveying equipment in contact with concrete shall
remove foreign materials from the subgrade and
not be made of aluminum.
verify compliance with the following:

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 CHAPTER 8—HANDLING, PLACING AND FINISHING

(a) Use belt conveyors with a discharge baffle or radius of action in concrete being
hopper at discharge end. Slope of conveyors consolidated.
shall not cause segregation on belt.
8.3.2.7 Construction and movement joints—
(b) Use metal or metal-lined chutes having
Install construction and movement joints in
rounded bottoms, and sloped between 1:2
accordance with approved locations and details.
and 1:3. Chutes longer than 6 m and chutes
not meeting slope requirements may be used 8.3.2.8 Remove laitance and thoroughly clean and
provided discharge is into a hopper before dampen construction joints before placement of
distributing into forms. fresh concrete. If bond is required, use one of the
(c) Use pumping equipment that has sufficient following methods:
capacity so that: (a) Use a bonding material in accordance with
Section 8.2.1.2 .
(i) Discharge of pumped concrete does (b) Roughen surface in an acceptable manner
not result in segregation. that exposes coarse aggregate and does not
(ii) Modification of approved concrete leave laitance, loosened aggregate particles,
mixture is not required. or damaged concrete at surface.
8.3.2.5 Depositing 8.3.3 Finishing formed surfaces
(a) Deposit concrete continuously and as near as 8.3.3.1 General—After form removal, each
practicable to the final position. formed surface shall be given one or more of the
(b) Deposit concrete in one layer or in multiple finishes described in Sections 8.3.3.2 , 8.3.3.3 , or
layers as approved. Fresh concrete shall not 8.3.3.5 . If Contract Documents do not specify a
be placed against concrete that would result finish, finish surfaces as required by Section 8.3.3.4
in cold joints unless construction joint .
requirements of Section 8.3.2.7 are met.
(c) Concrete that contains foreign materials shall 8.3.3.2 Matching sample finish—If required to
not be used. match a sample panel furnished to Contractor,
(d) Concrete over columns or walls shall not be reproduce a mockup of the sample finish on an area
placed until concrete in columns and walls at least 9 𝑚2 in a location designated by
has reached final setting. Architect/Engineer in Contract Documents.
(e) Do not subject concrete to procedures that Mockup shall be protected from damage for
will cause segregation. duration of project. Contractor shall obtain approval
(f) Concrete for beams, girders, brackets, of mockup before proceeding with that finish in
column capitals, haunches, and drop panels specified locations.
shall be placed at same time as concrete for 8.3.3.3 As-cast finishes—Use form-facing
adjacent slabs. materials meeting the requirements of Part I of this
(g) If underwater placement is required, place Code. Unless otherwise specified, produce as-cast
concrete by an approved method. Fresh formed finishes to comply with Sections 8.3.3.3 (a),
concrete shall be deposited so concrete enters 8.3.3.3 (b), or 8.3.3.3 (c).
the mass of previously placed concrete and
not in contact with the water. (a) Surface finish-1.0 (SF-1.0):
(i) No formwork facing material is
8.3.2.6 Consolidating specified
(a) Unless otherwise specified, concrete shall be (ii) Patch voids larger than 40 mm wide or
consolidated by vibration. Consolidate 13 mm deep
concrete around reinforcement, embedded (iii) Remove projections larger than 25
items, and into corners of forms. mm
(b) Use immersion-type vibrators with (iv) Tie holes need not be patched
nonmetallic heads for consolidating concrete (v) Surface tolerance Class D as specified
around epoxy-coated reinforcing bars. Do in ACI 117M
not use vibrators to move concrete in a (vi) Mockup not required
manner that will result in segregation. (b) Surface finish-2.0 (SF-2.0):
Spacing of immersion vibrator insertions (i) Patch voids larger than 20 mm wide or
shall not exceed 1 1/2 times the vibrator’s 13 mm deep
(ii) Remove projections larger than 6 mm

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 CHAPTER 8—HANDLING, PLACING AND FINISHING

(iii) Patch tie holes floating. Begin floating with hand float,
(iv) Surface tolerance Class B as specified bladed power float equipped with float shoes,
in ACI 117M. or powered disk float when bleed water
(v) Unless otherwise specified, provide sheen has disappeared and surface has
mockup of concrete surface stiffened sufficiently to permit operation of
appearance and texture the specific float apparatus. Unless otherwise
(c) Surface finish-3.0 (SF-3.0): specified, produce a finish that will meet
(i) Patch voids larger than 20 mm wide or tolerance requirements of ACI 117M for a
13 mm deep conventional surface.
(ii) Remove projections larger than 3 mm (c) Trowel finish—Float concrete surface, then
(iii) Patch tie holes trowel the surface. Unless otherwise
(iv) Surface tolerance Class A as specified specified, tolerances for concrete floors shall
in ACI 117M. be for a flat surface in accordance with ACI
(v) Provide mockup of concrete surface 117M. Addition of water to surface to
appearance and texture facilitate finishing is prohibited.
(d) Broom or belt finish—After concrete has
8.3.3.4 Unspecified as-cast finishes—If a surface
received float finish, give concrete surface a
finish is not specified, the following finishes shall
coarse-scored texture by drawing a broom or
be provided:
burlap belt across the surface.
(a) SF-1.0 on concrete surfaces not exposed to (e) Unspecified unformed surface finishes—If
view finish is not specified, apply the following
(b) SF-2.0 on concrete surfaces exposed to view finishes to unformed concrete surface:
8.3.3.5 Architectural finishes—Produce (i) Scratch finish—For surfaces intended
architectural finishes in accordance with Contract to receive bonded cementitious or
Documents. setting beds
(ii) Float finish—For walks; steps; and for
8.3.4 Finishing unformed surfaces surfaces intended to receive
8.3.4.1 Finisher qualifications—Unless waterproofing, roofing, insulation, or
otherwise specified, at least one finisher or finishing sand-bed terrazzo
supervisor shall be a certified ACI Flatwork (iii) Trowel finish—For interior floors
Concrete Finisher/Technician or a certified ACI (iv) Broom finish—For parking slabs and
Flatwork Technician or equivalent. exterior surfaces, including slabs,
ramps, walkways, and steps
8.3.4.2 Finishes and tolerances—Unformed
surfaces shall receive the applicable finishes in 8.3.5 Sawed joints
Sections 8.3.4.3 (a) through 8.3.4.3 (d). If finish is 8.3.5.1 Where saw-cut joints are required, start
not specified, finish surfaces as required by Section cutting as soon as concrete has gained sufficient
8.3.4.3 (e). strength to prevent dislodgment of coarse aggregate
8.3.4.3 If applicable, allow for the measurement of particles. Do not saw cut reinforcement.
finishes of slab surfaces in accordance with ASTM 8.3.5.2 Unless otherwise specified, saw a
E1155 and slab elevation to verify compliance with continuous slot to a depth one-fourth the thickness
the tolerance requirements within 72 hours after of the slab but not less than 25 mm.
slab finishing for slabs-on-ground and before
stressing post-tensioning reinforcement, removing 8.3.6 Curing and protection
supporting formwork or shoring for elevated slabs. 8.3.6.1 Curing and protection of concrete shall
(a) Scratch finish—Place, consolidate, strike off, comply with the requirements in Chapter 9 of the
and level concrete; cut high spots; and fill Code.
low spots. Roughen the surface with stiff 8.3.7 Repair of surface defects
brushes or rakes before concrete becomes too
8.3.7.1 General—Repair tie holes and other
stiff to brush or rake.
surface defects in formed finishes in accordance
(b) Float finish—Place, consolidate, strike off,
with the requirements of Section 8.3.3 unless
and level concrete; cut high spots; and fill
otherwise specified. Where the concrete surface
low spots. Do not perform further finishing
operations until concrete is ready for

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 CHAPTER 8—HANDLING, PLACING AND FINISHING

will be textured by sandblasting or bush- (c) When the scrub coat begins to lose water
hammering, repair surface defects before texturing. sheen, apply patching mortar prepared in
accordance with Section 8.3.7.4 and
8.3.7.2 Repair of tie holes—Unless otherwise
thoroughly consolidate mortar into place.
specified, patch tie holes. If portland-cement repair
Strike off mortar, finishing flush to the final
mortar conforming to Section 8.3.7.4 is used for
surface. Leave the patch undisturbed for 1
patching, clean and dampen tie holes before
hour before finishing. Keep the patch damp
applying mortar. If other materials are used, they
for 7 days.
shall be applied in accordance with manufacturer’s
recommendations. 8.3.7.4 Site-mixed Portland-cement repair
mortar—For surface repairs in concrete exposed to
8.3.7.3 Repair of surface defects other than tie
view, a trial batch shall be made to check color
holes—Unless otherwise specified, surface defects
compatibility of repair material with surrounding
shall be repaired by the following method:
concrete.
(a) Outline repair area with a 15 mm deep saw
8.3.7.5 Repair materials other than site-mixed
cut and remove defective concrete down to
Portland cement mortar—Approved alternative
sound concrete. Leave chipped edges
repair material shall be used.
perpendicular to the saw-cut surface or
slightly undercut. Do not feather edges. 8.3.7.6 Removal of stains, rust, efflorescence,
(b) Dampen the area to be patched plus 150 mm and surface deposits—Where required, use
around the patch area perimeter. Prepare acceptable methods to remove stains, rust,
scrub coat according to Section 8.2.1.3 . efflorescence, and surface deposits.
Thoroughly brush scrub coat into the surface.

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CHAPTER 8—HANDLING, PLACING AND FINISHING

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SBC 302-CR-18 47
 CHAPTER 9—CURING

CHAPTER 9—CURING

C1315. Silicate-based liquid surface

9.1—General densifiers are prohibited as curing
9.1.1 Scope compounds.
(d) Water: Submit proposed water source.
9.1.1.1 This Chapter covers requirements for
(e) Dike material: Submit description of
curing the cast-in-place concrete elements
proposed dike material.
including requirements for initiating curing, curing
(f) Absorbent materials: Submit description of
for unformed and formed surfaces, curing time and
proposed absorbent material(s).
protection from mechanical injury.
(g) Watering equipment: Submit proposed
9.1.1.2 This Chapter does not cover curing of watering equipment specifications.
special concrete such as precast concrete and (h) Insulation materials: Submit proposed
special construction techniques, or other concrete insulation material(s) specifications.
elements that require the use of special curing (i) Heating equipment: Submit proposed
procedures. heating equipment specifications.
(j) Evaporation retardant: Submit proposed
9.1.2 Definitions
liquid applied evaporation retardant
9.1.2.1 Terms used in this chapter are as defined in specifications.
Chapter 6 .
9.1.4.5 Curing procedures: Procedures for curing
9.1.3 Referenced standards including curing procedures for hot or cold weather
9.1.3.1 Standards cited in this Chapter are listed in anticipated during construction shall be submitted
Chapter 6 with their titles and serial designations.
at least 1 month before concreting.

9.1.4 Submittals by the Contractor 9.1.5 Quality assurance and quality control

9.1.4.1 Qualification test data on curing materials 9.1.5.1 Quality assurance and quality control shall
to be used shall be submitted by the Contractor as comply with the requirements of Section 6.4 in
Chapter 6 .
required by the Architect/Engineer for review and
approval. 9.1.5.2 The Contractor shall arrange for concrete
9.1.4.2 Submittals to the Architect/Engineer shall curing materials and procedures to be tested and
be forwarded a minimum of 7 days before execution inspected at the start of the work.
of the Work unless otherwise specified. 9.1.5.3 The Contractor shall arrange for additional
9.1.4.3 No concrete shall be placed until the testing of curing materials and procedure as work
Architect/Engineer has accepted the curing progresses to verify adequacy if required by the
materials. Owner.

9.1.4.4 The submittal shall cover the following 9.2—Products

curing materials if specified in the contract or 9.2.1 Materials and physical protection
proposed to be used by the Contractor:
9.2.1.1 Liquid membrane-forming curing
(a) Fogging equipment: Submit proposed compound:
fogging equipment specifications.
(b) Sheet material: Submit proposed sheet (a) Liquid membrane-forming curing
material specifications. Specifications shall compounds shall meet the requirements of
meet the requirements of ASTM C171. ASTM C309 or ASTM C1315.
(c) Liquid membrane-forming curing (b) White pigmented curing compounds shall be
compound: Submit proposed liquid used when the concrete to be cured is
membrane-forming curing compound exposed to the sun.
specifications. Specifications shall meet the 9.2.1.2 Evaporation retardants:
requirements of ASTM C309 or ASTM

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 CHAPTER 9—CURING

(a) Liquid applied evaporation retardants shall 9.3—Execution

be used that form a thin continuous film
(monomolecular film) and prevent rapid 9.3.1 Initial curing
moisture loss of water from the plastic 9.3.1.1 Under conditions specified by the Contract
concrete surface. Documents, concrete shall be cured immediately
(b) Evaporation retardant shall be applied in after placement by method (a) or (b) until final
accordance with manufacturer’s curing method is applied.
recommendations.
(a) Fogging:
9.2.1.3 Sheet material: Sheet material shall meet (i) Fogging equipment shall be set up to
the requirements of ASTM C171, unless otherwise allow complete coverage of the area to
specified. be cured.
9.2.1.4 Temperature protection: Protective (ii) The relative humidity above the slab
blankets, enclosures, and various sources of heat shall be maintained at a level to
prevent surface drying and the
input shall be provided, as required.
accumulation of standing water on the
9.2.1.5 Wind protection: Wind screens shall be surface.
provided as required. (iii) Direct atomized water spray above the
9.2.2 Water application concrete surface to allow the fog to
drift down to the concrete surface.
9.2.2.1 Water for curing Fogging shall be continued as
(a) Water used for curing shall be free of necessary to maintain the reflective
materials that have the potential to stain appearance of the damp concrete.
concrete or are known to cause deterioration (iv) Concrete surfaces shall be kept
of concrete or reinforcing steel. continuously damp, but accumulation
of water shall not be allowed until
9.2.2.2 Ponding after final setting of concrete has
(a) Earth, clay, sand, or other acceptable occurred.
material shall be used to build a dike around (b) Evaporation retardant:
the area to be flooded. (i) Bleed water on the concrete surface
shall be entrapped under a uniform
9.2.2.3 Sprinkling systems: Use soaker hoses, film of a liquid applied evaporation
lawn sprinklers, or a combination thereof. retardant.
9.2.2.4 Fogging systems: (ii) Evaporation retardant shall be applied
in accordance with manufacturer’s
(a) Use Equipment that produces a fog spray recommendations.
from atomizing nozzles that will uniformly (iii) Apply the evaporation retardant after
cover the concrete surface. The minimum strike off and between the different
rate of fog application shall not be less than floating operations.
400 𝐿/ℎ/𝑚2 to prevent evaporation of water (iv) Evaporation retarder shall not be used
from the concrete surface and the as an aid for subsequent finishing
accumulation of standing water on the operations and texturing.
surface.
(b) The frequency of fogging and number of 9.3.1.2 Liquid membrane-forming curing
nozzles operating shall be dependent upon compounds shall not be used for initial curing
the environmental conditions. purposes.
9.2.2.5 Absorbent materials: An absorbent 9.3.2 Final curing
material shall be selected that will not adversely 9.3.2.1 Unformed concrete shall be cured after
affect the concrete finish specified in the Contract final finishing by one or more of the curing methods
Documents as follow. in Section 9.3.3 until termination of curing is
(a) Earth materials shall be free of organic allowed by Section 9.3.4.
matter and particles larger than 25 mm. 9.3.2.2 Formed concrete
(b) Burlap shall meet the requirements of
AASHTO M 182. (a) After formwork has been loosened or
removed, concrete shall be cured by one or

SBC 302-CR-18 49
 CHAPTER 9—CURING

more of the curing methods in Section 9.3.3 (a) Fogging equipment shall be set up to allow
until termination of curing is allowed by complete coverage of the area to be cured.
Section 9.3.4. (b) The relative humidity above the slab shall be
(b) When absorbent wood forms are used, they maintained at a level to prevent surface
shall be kept wet until removed. drying and the accumulation of standing
(c) The duration that forms remained tightly in water on the surface.
place can be included in the duration of (c) Alternate wetting and drying of the concrete
curing. surfaces shall not be permitted.
9.3.2.3 Curing by method in Section 9.3.3.5 shall 9.3.3.4 Sheet material: Placement of the sheet
be allowed only after approval by the Architect/ material on the concrete surface shall be carried out
Engineer of the qualification testing on prototype as soon as it is possible without marring the surface
performed at the Project site. as follows:
9.3.2.4 The finished concrete surface shall not be (a) All exposed concrete surfaces and beyond
marred, damaged or discolored with any curing the edge of the concrete surface shall be
procedure. covered by securely tape sheeting together or
lap.
9.3.3 Curing methods
(b) The concrete shall be kept continuously wet
9.3.3.1 Ponding: under the sheeting.
(a) Build a dike of earth, sand, or other material (c) The integrity of the material to minimize
around the concrete and flood the surface evaporation loss throughout the curing
with water. period shall be maintained.
(b) The temperature of the water used shall not 9.3.3.5 Liquid membrane-forming curing
be more than 10°C cooler than the surface compounds:
temperature of the concrete at the time the
(a) Liquid membrane-forming curing
water and concrete come in contact.
compounds shall be applied uniformly and at
(c) Start ponding on the concrete surface as soon
the rate specified in the contract or as
as possible without marring the surface.
recommended by the manufacturer.
(d) Replace water lost due to evaporation or
(b) The application rate shall not less than
leakage at a rate sufficient to maintain the
specified in ASTM C309 or ASTM C1315 as
pond.
tested using ASTM C156.
(e) The entire surface shall remain covered with
(c) Curing compounds shall be applied
water for the duration of the curing period.
immediately after final finishing and as soon
(f) Alternate wetting and drying of the concrete
as bleeding has essentially ceased, as
surfaces shall not be permitted.
evidenced by the disappearance of free water
9.3.3.2 Continuous Sprinkling: and no visible water sheen.
(a) Perform continuous sprinkling for final (d) Adequate ventilation shall be provided
curing by using either soaker hoses or lawn during the application of the membrane-
sprinklers. forming curing compounds.
(b) Care shall be taken in sprinkling operation so (e) The membrane shall be protected from
the surface of the concrete is not eroded by damage for the duration of the curing period.
running water. 9.3.3.6 Absorbent material:
(c) Using soaker hoses for curing of concrete
(a) The absorbent material shall be nonstaining.
walls and columns shall be done after
(b) Absorbent materials shall be distributed
checking that water will not damage the
uniformly on the concrete surface after final
surface and before form removal.
finishing without marring the surface.
(d) Soaker hoses shall be placed at the top of
(c) Apply water to the materials, taking care not
walls and columns so that water will enter
to displace them.
between concrete and formwork.
(d) Water shall be applied during the curing
(e) Alternate wetting and drying of the concrete
period as needed to keep the concrete
surfaces shall not be permitted.
surfaces continuously wet.
9.3.3.3 Fogging: (e) Alternate wetting and drying of the concrete
surfaces shall not be permitted.

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 CHAPTER 9—CURING

9.3.4 Termination of curing methods, application of curing procedures, or by

running water.
9.3.4.1 Concrete shall be cured for at least 7 days
provided that the concrete surface temperature is at 9.3.6 Hot weather curing
least 10°C if testing of strength specimens is not
9.3.6.1 Protection and additional curing
specified for termination of curing procedures.
requirements shall be implemented during hot
When the temperature is lower, refer to Section
weather.
9.3.7.
9.3.6.2 Initial curing method or methods defined in
9.3.4.2 One of the following conditions shall be
Section 9.3.1 shall be used and in addition the
satisfied in case the termination of curing period is
requirements of Chapter 10 shall be met when
based on the development of strength:
evaporation rates are expected to be high.
(a) Concrete compressive strength of the
9.3.6.3 Preparation for hot weather curing
cylinders field cured in accordance with
procedures shall be implemented before hot
ASTM C31M shall meet or exceed 70
weather conditions occur.
percent of design concrete compressive
strength required by the Concrete 9.3.6.4 Drying of the concrete shall be prevented
Documents. before the application of the final curing methods,
(b) The compressive strength of laboratory- by using an appropriate initial-curing method.
cured cylinders, representative of the in- 9.3.6.5 Shade the formwork, reinforcing steel, and
place concrete, exceeds 85 percent 𝑓𝑐′ , concrete from direct sunlight to prevent rapid water
provided the temperature of the in-place loss and drying of the concrete surface when
concrete has been maintained at 10°C or necessary.
higher during curing.
9.3.6.6 Use liquid applied evaporation retardants,
9.3.4.3 General testing requirements—Tests to fogging, wind screens, or shade (individually or in
determine time of termination for curing measures combination) to control the rate of bleed water
shall be performed by an approved testing agency evaporation and subsequent drying of the concrete.
acceptable to the Architect/Engineer.
9.3.6.7 When loss of moisture from the concrete
(a) Testing of strength specimens: Cylinders cannot be controlled by the measures described in
shall be molded in accordance with ASTM Section 9.3.6.6 , alternate curing procedures shall
C31/C31M and tested in accordance with be implemented such as placing and finishing
ASTM C39/C39M in accordance with concrete at night or postponing or delaying
project requirements. placement until conditions are acceptable.
(b) Curing shall be maintained until tests of at
least two 150 × 300 mm cylinders or at least 9.3.6.8 Final curing: Final curing methods shall
three 100 × 200 mm cylinders, field-cured be employed immediately upon completion of the
alongside the concrete they represent, have final finishing operation.
reached the compressive strength specified 9.3.7 Cold weather curing
for termination of curing.
9.3.7.1 Protection and additional curing
9.3.4.4 Unless otherwise specified, if one of the requirements shall be implemented during cold
curing procedures in Section 9.3.3 is used initially, weather.
the curing procedure may be replaced by one of the
other procedures in Section 9.3.3 after concrete is 1 9.3.7.2 Concrete shall be protected from the effects
day old, provided the surface of concrete does not of cold weather throughout the process of placing,
become dry before replacement procedure is finishing, and curing the concrete.
applied. 9.3.7.3 Application of water shall not be initiated
9.3.5 Protection from mechanical injury when freezing weather is to occur during the curing
period.
9.3.5.1 Concrete shall be protected from damaging
mechanical disturbances during the curing period. 9.3.7.4 Saturated concrete shall not be exposed to
cycles of freezing and thawing until the concrete
9.3.5.2 Finished surfaces shall be protected from has reached the compressive strength of 24 MPa
damage by construction equipment, materials or and the concrete surface shall be protected from

SBC 302-CR-18 51
 CHAPTER 9—CURING

freezing temperatures for at least 3 days after 9.3.7.5 Concrete temperature shall be maintained
termination of application of water to the surface. as required by Chapter 11 of this Code during the
curing period.

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CHAPTER 9—CURING

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SBC 302-CR-18 53
 CHAPTER 10—HOT WEATHER CONCRETING

CHAPTER 10—HOT WEATHER CONCRETING

10.1.5.1 A preplacement meeting shall be held at

10.1—General least 15 days prior to beginning concrete
10.1.1 Scope construction to review and approve hot weather
concreting procedures and the anticipated effect on
10.1.1.1 This Chapter covers requirements for hot
the proposed mixture proportions, as follows:
weather concrete construction.
(a) A preplacement meeting agenda, including
10.1.2 Definitions
hot weather concreting procedures, shall be
10.1.2.1 Hot weather—one or a combination of the sent to representatives of concerned parties
following conditions that tends to impair the quality not less than 10 days before the scheduled
of freshly mixed or hardened concrete by date of the preplacement meeting.
accelerating the rate of moisture loss and rate of (b) Preplacement meeting attendance shall
cement hydration, or otherwise causing detrimental include, but is not limited to, representatives
results: of the contractor, concrete subcontractor (if
different from main contractor), testing
(a) high ambient temperature
agency, engineer of record, and ready-mixed
(b) high concrete temperature
concrete producer.
(c) low relative humidity
(c) Minutes of preplacement meeting shall be
(d) high wind speed.
distributed to representatives of relevant
10.1.2.2 Other terms used in this Chapter are as parties within 5 days after the preplacement
defined in Chapter 6 . meeting.
10.1.3 Referenced standards 10.1.6 Quality assurance and quality control
10.1.3.1 Standards cited in this Chapter are listed 10.1.6.1 Quality assurance and Quality control
in Chapter 6 with their titles and serial designations. shall comply with the requirements of Chapter 6 ,
10.1.4 Submittals by the Contractor Section 6.4.

10.1.4.1 Concrete mixture proportions shall be 10.2—Products

submitted by the Contractor to the 10.2.1 General
Architect/Engineer for review and approval.
10.2.1.1 All materials and equipment required for
10.1.4.2 Submittal shall include the constituent curing and protection shall be procured and stored
materials and proportions of the proposed concrete by the Contractor at or near the project site before
mixture, in addition to test results obtained from hot weather concreting begins.
past field experience or preconstruction testing.
Test results shall meet all the applicable 10.3—Execution
requirements in the project specification. 10.3.1 Evaporation control measures
10.1.4.3 Procedures for production, placement, 10.3.1.1 All materials required for evaporation
finishing, curing, and protection of concrete during control measures shall be prepared and made
hot weather conditions shall be submitted by the available on site so that accepted measures are
Contractor to the Architect/Engineer for review and performed as necessary.
approval, before the preplacement meeting.
10.3.1.2 Accepted evaporation control measures
10.1.4.4 Submittals from the Contractor shall shall provide adequate protection of, and prevent
indicate the methods to be used for pre- and post- rapid evaporation from, the fresh concrete surface.
cooling of the concrete, and the order in which they
will be initiated when multiple methods are 10.3.1.3 Control measures shall remain in place
proposed. while the concrete and air temperatures, relative
humidity of the air, and the wind speed have the
10.1.5 Preplacement meeting capacity to evaporate free water from the fresh

SBC 302-CR-18 54
 CHAPTER 10—HOT WEATHER CONCRETING

concrete surface at a rate that is equal to or greater 10.3.2.4 Temperature and slump of fresh concrete
than 1.0 kg/m2 /h, unless otherwise accepted. shall be measured in accordance with ASTM
C1064/ C1064M and ASTM C143/C143M,
10.3.1.4 Evaporation rate of surface water shall be
respectively.
estimated using Uno Equation (Eq. (10-1)):
10.3.2.5 Computer modeling to predict fresh
𝐸 = 5[(𝑇𝑐 + 18)2.5 – 𝑟 (𝑇𝑎 + 18)2.5] concrete temperature shall not be used as a
(10-1) substitute for preconstruction testing. Computer
(𝑉 + 4) × 10−6
modeling is permitted only to assist in determining
additional control measures for protecting the
where, 𝐸 = mass of water evaporated in kg per m2
concrete surface from highly evaporative ambient
of water covered surface per hour; 𝑇𝑐 = temperature
conditions.
of the evaporating surface taken as the concrete
temperature in °C; 𝑟 = relative humidity of air 10.3.3 Qualification of concrete mixture
surrounding the concrete; expressed as percentage 10.3.3.1 Laboratory trial batch: The laboratory
of relative humidity of air divided by 100 (air concrete trial mixture shall be batched within 2°C
relative humidity is measured at a level of the proposed maximum fresh concrete
approximately 1.2 to 1.8 m above the evaporating temperature in a drum or pan-type concrete mixer
surface on the windward side and shielded from the and mixed in accordance with modified ASTM
sun’s rays); 𝑇𝑎 = temperature of the air surrounding C192/C192M.
the concrete in °C (air temperature is measured at a
level approximately 1.2 to 1.8 m above the 10.3.3.2 The proposed concrete mixture shall meet
evaporating surface on the windward side and the specified slump range at the end of the
shielded from the sun’s rays); and 𝑉 = average wind laboratory mixing period and shall meet the
speed in km/h, measured at 0.5 m above the required strength at the specified test age.
evaporating surface. 10.3.3.3 Field trial batch: The field concrete trial
10.3.1.5 Site conditions, including air temperature, mixture shall be batched within 2°C of the proposed
relative humidity, and wind speed, shall be maximum concrete temperature of 35°C in a truck-
monitored to assess the need for evaporation control mixer with a minimum batch size of 3 𝑚3 . The trial
measures beginning no later than 1 hour before mixture shall be conducted as follows:
beginning concrete placing operations. Continue to (a) The concrete mixture shall be held in the
monitor site conditions at intervals of 30 minutes or mixer for 120 minutes, unless otherwise
less until accepted curing procedures have been accepted.
applied. (b) During the entire 120-minute period, the
10.3.1.6 For calculating the rate of evaporation of mixer shall be agitated at 1 to 6 rpm.
surface water, equipment or instruments used shall (c) At the end of 120 minutes, the concrete
be certified by the manufacturer as accurate to mixture shall be mixed for 2 minutes at
within 1°C, 5 percent relative humidity, and 1.6 mixing speed.
km/h wind speed. Equipment shall be used in (d) The addition of water, chemical admixture,
accordance with the product manufacturer or both, to adjust slump is permitted during
recommendations. mixing and agitation periods of the field trial
batch, but the specified concrete mixture
10.3.2 Slump and maximum temperature of w/cm shall not be exceeded.
fresh concrete at time of discharge (e) The slump of the concrete mixture during the
10.3.2.1 Fresh concrete shall be tested for slump middle third of the 120-minute mixing period
and concrete temperature at time of discharge for shall be checked and adjusted as needed.
each delivery truck. (f) The proposed concrete mixture shall be
within the specified slump range at the end of
10.3.2.2 The temperature of fresh concrete shall be
the 120-minute field mixing period and shall
as specified in the contract but shall not exceed
meet the required strength at the specified
35°C at the time of discharge. test age in accordance with standard curing
10.3.2.3 Slump of fresh concrete at time of practices in ASTM C31/C31M.
discharge shall meet the specified limits in the
contract.

SBC 302-CR-18 55
 CHAPTER 10—HOT WEATHER CONCRETING

10.3.3.4 Testing requirements-The following 10.3.5.1 Concrete temperature as placed shall meet
tests shall be performed and results obtained in the specified requirements.
accordance with the listed ASTM standards:
10.3.5.2 If temperature of reinforcement,
(a) Slump—ASTM C143/C143M embedments, or forms is greater than 50°C, use a
(b) Air content—ASTM C231/C231M or fine mist of water to moisten and cool hot surfaces.
C173/C173M Standing water shall be removed before placing
(c) Concrete temperature—ASTM concrete.
C1064/C1064M
10.3.5.3 Concrete placement and finishing
(d) Density (unit weight)—ASTM
operations shall proceed as quickly as conditions
C138/C138M
allow.
(e) Compressive strength—ASTM C39/C39M
(f) Flexural strength (if specified)—ASTM 10.3.5.4 Retempering of concrete by the addition
C78/C78M or C293/C293M of water to compensate for the loss of workability
shall not be allowed.
10.3.3.5 Slump and concrete and air temperature
measurements shall be performed after initial 10.3.5.5 All necessary precautions shall be taken to
mixing, intermediately as needed or as desired, and prevent plastic shrinkage cracking. In particular,
at the conclusion of the mixing period, along with precautions shall be taken during placing of
density measurement and fabrication of strength concrete to avoid excessive evaporation of mix
test specimens. water.
10.3.3.6 Air content shall be performed after initial 10.3.6 Concrete bleed-water evaporation
mixing. 10.3.6.1 Concrete surface bleed-water evaporation
10.3.4 Concrete production and delivery shall be controlled by using materials and methods
in accordance with Chapter 9 of this code.
10.3.4.1 Concrete shall be produced at a
temperature such that its maximum temperature at 10.3.7 Concrete curing
discharge shall not exceed the accepted maximum 10.3.7.1 Concrete shall be cured in accordance
concrete temperature. with Chapter 9 of this code.
10.3.4.2 Acceptable production methods to reduce 10.3.7.2 Moist curing for the entire curing period
the concrete temperature shall be implemented. is recommended. However, if moist curing cannot
Acceptable production methods to reduce the be continued beyond three days, concrete shall be
concrete temperature include, but are not limited to, protected from drying with heat-reflecting plastic
shading aggregate stockpiles, sprinkling water on sheets, membrane-forming curing compounds or
coarse aggregate stockpiles, using chilled water for curing paper.
concrete production and substituting chipped or
shaved iced for portions of the mixing water. 10.3.8 Concrete protection
10.3.4.3 Substitution of other cooling methods 10.3.8.1 Concrete surface shall be protected from
shall be considered by the Architect/Engineer upon decreases in concrete temperature greater than 22°C
written request before concrete placement and during the 24-hour period following placement.
accompanied by supporting data. 10.3.8.2 Acceptable protection methods for
10.3.4.4 Concrete shall be delivered in accordance preventing excessive temperature decrease shall be
with ASTM C94/C94M. implemented.
10.3.4.5 Discharge of the concrete shall be 10.3.8.3 Timing the removal of these protective
completed within 120 minutes after the introduction measures is critical and shall be implemented in
of the mixing water to the cement and aggregates. such a way as to avoid thermal shrinkage cracks
caused by a rapid decrease in concrete surface
10.3.5 Concrete placement and finishing temperature upon protection removal.

SBC 302-CR-18 56
CHAPTER 10—HOT WEATHER CONCRETING

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SBC 302-CR-18 57
 CHAPTER 11—COLD WEATHER CONCRETING

CHAPTER 11—COLD WEATHER CONCRETING

weather to the Architect/Engineer for review and

11.1—General approval.
11.1.1 Scope 11.1.4.4 Submittals from the Contractor shall
11.1.1.1 This Chapter covers requirements for cold include procedures to be implemented upon abrupt
weather concreting and protection of concrete from changes in weather conditions or equipment
freezing during the specified protection period. failures. Cold weather concreting shall not be
allowed until these procedures have been reviewed
11.1.2 Definitions
and accepted.
11.1.2.1 Definition of terms specific to this
11.1.5 Quality assurance and quality control
Chapter:
11.1.5.1 Quality assurance and Quality control
Cold weather—A period when for more than three
shall comply with the requirements of Section 6.4
successive days the average daily outdoor
in Chapter 6 .
temperature drops below 4ºC. The average
daily temperature is the average of the 11.2—Materials
highest and lowest temperature during the
11.2.1 Protection and curing.
period from midnight to midnight. When
temperatures above 10ºC occur during 11.2.1.1 All materials and equipment required for
more than half of any 24 hr duration, the protection and curing shall be procured and stored
period shall no longer be regarded as cold by the Contractor at or near the project site before
weather. cold weather concreting.
Protection period—The required time during which
the concrete is maintained at or above a
11.3—Execution
specific temperature in order to prevent 11.3.1 Preparation before concreting
freezing of the concrete or to ensure the
11.3.1.1 All snow, ice, and frost, if present, shall be
necessary strength development for
removed from the surfaces, including
structural safety. Other terms used in this
reinforcement, against which the concrete is to be
Chapter are as defined in Chapter 6 .
placed.
11.1.3 Referenced standards
11.3.1.2 Concrete around massive embedments
11.1.3.1 Standards cited in this Chapter are listed identified in the Contract Documents shall not be
in Chapter 6 with their titles and serial designations. placed unless such embedments are at a temperature
11.1.4 Submittals by the Contractor above freezing.

11.1.4.1 Concrete mixture proportions shall be 11.3.2 Concrete temperature

submitted by the Contractor to the 11.3.2.1 Placement temperature
Architect/Engineer for review and approval.
(a) The minimum temperature of concrete
11.1.4.2 Submittal shall include the constituent immediately after placement depends on the
materials and proportions of the proposed concrete least dimension of section. It shall remain
mixture, in addition to test results obtained from within 13ºC to 5ºC for least section
past field experience or preconstruction testing. dimension less than 300 mm and more than
Test results shall meet all the applicable 1800 mm, respectively.
requirements in the project specification. (b) The temperature of concrete as placed shall
11.1.4.3 Contractor shall submit detailed not exceed the values given in section
procedures for production, transportation, 11.3.2.1 (a) by more than 11ºC.
placement, protection, finishing, curing, and 11.3.2.2 Protection temperature
temperature monitoring of concrete during cold

SBC 302-CR-18 58
 CHAPTER 11—COLD WEATHER CONCRETING

(a) Unless otherwise specified, the minimum (a) Concrete shall be cured and protected against
temperature of concrete during the protection damage from freezing for a minimum period
period shall be as given in 11.3.2.1 (a). of 3 days, unless otherwise specified.
(b) Temperatures specified to be maintained (b) The surface temperature of the concrete shall
during the protection period shall be those be maintained during that period in
measured at the concrete surface, at regular accordance with Section 11.3.2.2 , unless
time intervals as specified in the Contract otherwise specified.
Documents, whether the surface is in contact
11.3.4.2 Concrete surfaces shall be protected
with formwork, insulation, or air.
against freezing for the first 24 hr after placing
11.3.2.3 Termination of protection during periods not defined as cold weather, but
when freezing temperatures may occur.
(a) The maximum decrease in temperature
measured at the surface of the concrete in a 11.3.4.3 Protection for structural safety
24-hour period shall not exceed 28ºC for
(a) The duration of the protection period shall be
least dimension of section less than 300 mm
extended in cold, if required for structural
and 11ºC for least dimension of section more
safety, to ensure the necessary strength
than 1800 mm.
development.
(b) Protection shall be maintained until the
(b) The strength required for formwork removal,
surface temperature of the concrete is within
for reshoring, or for continued construction
11ºC of the ambient or surrounding
shall be as specified in the Contract
temperatures.
Documents for each type of structural
(c) When the surface temperature of the concrete
member.
is within 11ºC of the ambient or surrounding
(c) The attainment of the required strength shall
temperature, all protection may be removed.
be verified by using ASTM C 31/C31M and
11.3.3 Curing of concrete tested in accordance with ASTM C
39/C39M.
11.3.3.1 Concrete shall be cured in accordance
with Chapter 9 of this code. 11.3.4.4 Protection deficiency
11.3.3.2 Concrete shall be prevented from drying (a) The specified protection period shall be
during the required curing period. extended in case of protection deficiency if
the temperature requirements during the
11.3.3.3 Water curing, if used, shall be terminated
specified protection period are not met but
at least 24 hr before any anticipated exposure of the
the concrete was prevented from freezing.
concrete to freezing temperatures.
(b) The protection duration shall be continued
11.3.4 Protection of concrete until twice the deficiency of protection in
11.3.4.1 Protection against freezing degree-hours is made up.

SBC 302-CR-18 59
CHAPTER 11—COLD WEATHER CONCRETING

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SBC 302-CR-18 60
PART III—INSPECTION AND TESTING AGENCIES

PART III—INSPECTION AND TESTING AGENCIES

SBC 302-CR-18 61
 CHAPTER 12—GENERAL

CHAPTER 12—GENERAL

12.1.6 The requirements of this Code are not

12.1—Scope intended to:
12.1.1 This Part of the Code (Chapter 12 through (a) Circumvent or replace the agreement
Chapter 14) defines the minimum requirements for
between the agency and the owner that shall
agencies engaged in any of the following: clearly define the responsibilities and
(a) Inspection of specified methods and authorities of the agency;
materials used in construction, (b) Address design requirements that supersede
(b) Special Inspection, and applicable codes, laws, and regulations; or
(c) Testing of materials used in construction. (c) Address construction means, methods,
techniques, or sequences.
12.1.2 Criteria are provided for assessing the
competence of an agency to properly perform 12.2—Definitions
designated inspections, tests, or Special Inspection
12.2.1 Definitions of terms specific to this Part of
services. This part of the Code establishes essential
the Code are given below:
characteristics pertaining to the organization,
management, personnel, facilities, quality systems, Accreditation—the third-party attestation of an
responsibilities, duties, inspection and testing agency’s competence to perform
methods, records, and reports of the agency. These inspection, or testing services, or both.
requirements may be supplemented by more Accreditation body—the body that administers the
specific criteria and requirements, if required. accreditation program and issues the
certificate of accreditation.
12.1.3 This code requirement shall be used as a
Accreditation scope—the formal statement issued
basis to assess an agency and is intended for use in
by the accreditation body to the agency that
accrediting agencies, public or private, engaged in
describes the specific inspections, tests, or
inspection, testing, and Special Inspection of
both, for which the agency has
construction activities and materials used in
demonstrated a competency in performing
construction. These services include but are not
and is accredited.
limited to reinforced concrete, precast concrete,
Agency—the organization, or part thereof,
structural steel erection, welding, bolting, soil and
authorized by the client or client’s duly
rock, foundations, masonry, sprayed fire resistive
authorized representative to inspect, test, or
materials, fire stops, exterior insulation and finish
both, construction activities and materials
system (EIFS), and Special Cases.
used in construction as required by the
12.1.4 A certificate of accreditation, including the approved project plans and specifications.
scope of accreditation, is required to comply with Client— the party that contracts with the agency to
this code. The certificate of accreditation shall perform its services.
identify the agency and its location along with the Contractual agreement—the legally-binding
accreditation body, the accreditation standard, the service contract between the agency and the
general field (s) of inspection or testing, effective agency’s client. The contractual agreement
dates, conditions and authorized signatures, seals, referred to throughout this Chapter may
or combinations thereof, of the accreditation body. include testing, inspection, or Special
The certificate must be accompanied by an Inspection services contracts.
accreditation scope to fully describe the technical Facility, main—a structure with a permanent
competence of the agency. address, which provides testing or
12.1.5 The users of an accredited agency must inspection services, or both, for multiple
review the agency’s scope of accreditation to ensure projects for a period expected to be greater
the agency has been accredited for its technical than three years.
competence to perform the specific inspections or Facility, permanent—as used to describe testing or
tests requested by the user. inspection facilities, or both, expected to
function for a period exceeding three years.

SBC 302-CR-18 62
 CHAPTER 12—GENERAL

Facility, site—a structure, or a mobile, fully specific materials, equipment, installation,

equipped, self-contained unit, capable of fabrication, erection or placement of
conducting specific tests or inspections or components and connections by
both, established in a dedicated area on-site individuals with special expertise as
for the duration of a specific project, but not approved by the applicable building official
for projects expected to exceed three years. to ensure compliance with the approved
Facility, sub—a structure with a permanent address, project plans and specifications.
that is physically separate from, but Special Inspection agency—an accredited third-
considered an extension of the main party inspection agency approved by the
facility, which generally provides testing or applicable building official to perform
inspection services or both for multiple Special Inspections.
projects. Special Inspector—a person employed by a Special
Facility, temporary—as used to describe testing or Inspection agency and approved by the
inspection facilities or both, expected to applicable building official, certified by a
function for a period not to exceed three third party to perform certain types of
years. inspection as required by the applicable
Inspection—a technical procedure based on visual building code.
observation or field measurement of Steel—structural steel plates and shapes used
construction activities or materials used in wholly or in part for structures including
construction employed to evaluate reinforcing steel used in concrete. It is not
activities or materials and determine intended to include steels used in
general compliance with approved project conjunction with mechanical, electrical,
plans and specifications. heating or air-conditioning equipment
Inspection agency—an agency that uses technical except for the supporting structures.
procedures and individuals with special Testing—technical procedure performed on
expertise to perform inspection activities. construction activities or materials used in
The inspection agency and testing agency construction with specified equipment that
may be one organization or separate produces data unique to the construction
organizations. activities or materials; the data are used to
Inspector/technician—a person employed by the evaluate or determine selected properties or
agency assigned to perform the inspection characteristics of the activities or
or testing of construction activities or Testing agency—an agency that uses technical
materials used in construction or both. procedures, individuals with special
Masonry—as used in construction (load bearing or expertise, and specified equipment to
non-load bearing), masonry units, brick, measure, sample, examine, test, or
mortar and grout. otherwise produce data unique to the
Nondestructive testing—procedures for testing construction activities or materials used in
construction activities or materials used in construction. The inspection agency and
construction, or both, that does not impair testing agency may be one or separate
the serviceability of the materials or organizations. materials.
assemblies under test.
Professional Engineer—an individual who is
12.3—Referenced documents
registered or licensed to engage in the 12.3.1 ASTM International
practice of engineering as defined by the
C1077 Practice for Agencies Testing Concrete and
statutory requirements of the professional
registration or licensing laws of Saudi Concrete Aggregates for Use in Construction
Arabia. and Criteria for Testing Agency Evaluation
Registered design professional—an individual who C1093 Practice for Accreditation of Testing
is registered or licensed to practice their Agencies for Masonry
respective design profession as defined by
D3666 Specification for Minimum Requirements
the statutory requirements of the
professional registration laws of Saudi for Agencies Testing and Inspecting Road and
Arabia. Paving Materials
Special Inspection—the unique term applied to the
process of inspection or monitoring of

SBC 302-CR-18 63
 CHAPTER 12—GENERAL

D3740 Practice for Minimum Requirements for shall not allow commercial, financial or other
Agencies Engaged in Testing and/or Inspection pressures to compromise impartiality.
of Soil and Rock as Used in Engineering Design 12.4.3 The agency shall identify risks to its
and Construction impartiality on an ongoing basis. This shall include
E4 Practices for Force Verification of Testing those risks that arise from its activities, or from its
relationships, or from the relationships of its
Machines
personnel. A relationship that threatens the
E543 Specification for Agencies Performing impartiality of the agency can be based on
Nondestructive Testing ownership, governance, management, personnel,
E605 Test Methods for Thickness and Density of shared resources, finances, contracts, marketing
Sprayed Fire-Resistive Material (SFRM) (including branding), and payment of a sales
commission or other inducement for the referral of
Applied to Structural Members
new clients, etc.
E736 Test Method for Cohesion/Adhesion of
12.4.4 If a risk to impartiality is identified, the
Sprayed Fire Resistive Materials Applied to
agency shall be able to demonstrate how it
Structural Members eliminates or minimizes such risk.
E1513 Practice for Application of Sprayed Fire-
12.4.5 The agency shall have top management
Resistive Materials (SFRMs) commitment to impartiality.
E2174 Practice for On-Site Inspection of Installed
12.4.6 The agency performing third party
Firestops
inspection shall be independent and shall meet the
E2393 Practice for On-Site Inspection of Installed type A requirements of Clause A.1 in SASO/ISO
Fire Resistive Joint Systems and Perimeter Fire 17020.
Barriers
12.5—Confidentiality
12.3.2 ISO Standards 12.5.1 The agency shall be responsible, through
17011 General Requirements for Accreditation legally enforceable commitments (for example,
Bodies Accrediting Conformity Assessment contractual agreements), for the management of all
information obtained or created during the
Bodies performance of inspection/testing activities. The
17020 General Criteria for the Operation of Various agency shall inform the client, in advance, of the
Types of Bodies Performing Inspection information it intends to place in the public domain.
17025 General Requirements for the Competence Except for information that the client makes
of Calibration and Testing Laboratories. publicly available, or when agreed between the
agency and the client (e.g. for the purpose of
12.3.3 American Welding Society (AWS) responding to complaints), all other information is
Documents considered proprietary information and shall be
regarded as confidential.
B1.11 Guide for the Visual Inspection of Welds
D1.1 Structural Welding Code, Steel 12.5.2 When the agency is required by law or
authorized by contractual commitments to release
D1.4 Structural Welding Code—Reinforcing
confidential information, the client or individual
D1.5 Bridge Welding Code concerned shall, unless prohibited by law, be
12.4—Impartiality and independence notified of the information provided.
12.5.3 Information about the client obtained from
12.4.1 Inspection and testing activities shall be
sources other than the client (e.g. complainant,
undertaken impartially.
regulators) shall be treated as confidential.
12.4.2 The agency shall be responsible for the
impartiality of its inspection/ testing activities and

SBC 302-CR-18 64
CHAPTER 12—GENERAL

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SBC 302-CR-18 65
 CHAPTER 13—QUALITY SYSTEM AND TECHNICAL REQUIREMENTS

CHAPTER 13—QUALITY SYSTEM AND TECHNICAL

REQUIREMENTS

Agencies that use temporary site facilities for their

13.1—Scope projects shall describe the operation of these
13.1.1 This chapter covers key factors relevant to facilities in their quality manual.
an agency’s ability to produce precise, accurate test 13.2.1.3 An endorsement for the operation of
data or determine the conformity of construction temporary site facilities shall also be listed on the
activities and materials used in construction with
agency’s accreditation certificate.
regulations, codes, standards, and approved project
plans and specifications containing the 13.2.2 The agency shall:
requirements against which the inspection or test, or 13.2.2.1 Have managerial personnel with the
both, will be performed. Specific or general authority and resources needed to discharge their
requirements include: duties.
(a) Facilities and management of the agency, 13.2.2.2 Have arrangements to ensure that its
(b) Sufficiency and technical competency of personnel are free from any commercial, financial,
personnel, and other pressures including trade organization
(c) Suitability, calibration, and maintenance of rules that might adversely affect their
equipment, independence, their judgment, and the integrity of
(d) Quality system, audit, and review, their services. A Special Inspection agency or its
(e) Responsibilities, duties, and authority of personnel shall not be directly involved in the
agencies, manufacture, supply, installation, use, or
(f) Validity and appropriateness of sampling, maintenance of the inspected items.
testing, and inspection methods and
procedures, 13.2.2.3 Be organized in such a way that
(g) Management of records, confidence in its independence of judgment and
(h) Reporting, review, and transmission of test integrity is maintained at all times.
and inspection data or findings, and 13.2.2.4 Specify and document the responsibility,
13.2—Organization and management authority, qualifications, and interrelation of all
personnel who manage, perform, or verify services
13.2.1 The agency shall be legally identifiable. It affecting the quality of inspections or tests, or both.
shall be organized and shall operate in such a way
that its facilities meet the requirements of this 13.2.2.5 Provide supervision by persons qualified
Chapter. to perform the inspections and tests and to
implement relevant procedures. They shall be
13.2.1.1 Main facilities, sub-facilities, and qualified to evaluate the objective of the inspections
permanent site facilities shall maintain personnel, or tests and the results. The ratio of supervisory to
equipment, procedures, and documentation as non-supervisory personnel shall be such as to
required in this Chapter. The manager for the main ensure adequate supervision.
facility may also be responsible for a sub-facility or
permanent site facility (see Sections 13.3.2.2 and 13.2.2.6 Have a technical manager (however
13.3.3.2 ). Main facilities, sub-facilities, and named) who has overall responsibility for the
permanent site facilities shall be accredited in technical operations.
accordance with Section 13.6.4.1 to perform the 13.2.2.7 Have a quality manager (however named)
functions described in this Code. who has the responsibility for the quality system
13.2.1.2 Temporary site facilities offering a and its implementation. The quality manager shall
defined scope of services for a specific project, have direct access to the highest level of
which are demonstrably under the main facility’s or management at which decisions are made on
sub-facility’s technical direction and quality agency policy or resources, and to the technical
program, do not require separate accreditation. manager. In some agencies, the quality manager

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may also be the technical manager or deputy However, the laboratory function of the
technical manager. organization shall be supervised by a quality control
manager. The quality control manager shall have at
13.2.2.8 Nominate deputies in case of absence of
least five years experience in testing of that
the technical or quality manager.
particular construction material, and be a full time
13.2.2.9 Where relevant, have documented policy employee of the organization. The quality control
and procedures to ensure the protection of clients’ manager will have the authority to make changes in
confidential information and proprietary rights. production to ensure that quality material is
13.2.2.10 Where appropriate, as determined by the produced. He may serve as the quality control
agency’s quality manual, participate in manager for several materials production facilities.
interlaboratory comparisons and proficiency testing The quality control manager shall have the
programs. certifications appropriate to the testing of the
materials supervised.
13.3—Personnel
13.3.2.4 A laboratory supervisor shall have at least
13.3.1 General three years experience performing tests in relevant
construction activities and materials used in
13.3.1.1 The agency shall have sufficient
construction. This person shall be able to
personnel having the necessary education, training,
demonstrate either by oral or written examination,
technical knowledge, certification as appropriate,
or both, their ability to perform the tests normally
and experience for their assigned functions.
required in the manner stipulated under ASTM or
13.3.1.2 The agency shall ensure that the training other governing test procedures and shall be
of its personnel is kept up-to-date. capable of evaluating the test results in terms of
13.3.1.3 Records of relevant certification, specification compliance. Certification by qualified
qualifications, training, skills, and experience of the national or international authorities as appropriate
technical personnel shall be maintained by the to the services is required.
agency. 13.3.2.5 A field supervisor shall have at least three
13.3.2 Construction Inspection and Testing years inspection experience in the type of services
Agency: being supervised. This person shall be able to
demonstrate, either by oral or written examination,
13.3.2.1 The following personnel requirements or both, their ability to perform correctly the
must be satisfied by the agency when inspection or required duties and shall be capable of evaluating
testing services, or both, are being provided: the inspection or test results in terms of
13.3.2.2 The inspection and testing services of the specification compliance. Certification by qualified
agency that provides the quality control or quality national or international authorities as appropriate
assurance program, or both, as related to to the services is required.
construction activities or materials used in 13.3.2.6 Inspector or Technician—This person
construction, shall be under the direction of a shall have sufficient education and on-the-job
person charged with engineering managerial training or trade school training to properly perform
responsibility. The person shall be a professional the inspection or test to which the person is
engineer and a full-time employee of that agency. assigned. This person must be able to demonstrate
The person shall have at least five years experience competence for the test or inspection that is being
in inspection and testing of construction activities conducted either by oral or written examination, or
and materials used in construction. The both. Certification as appropriate for the services
organization may consist of one or more separate being performed, or certification by other qualified
facilities providing inspection or testing services or national authorities as appropriate to the service,
both. A professional engineer may have shall be considered as one means of documenting
engineering managerial responsibility for one or competency. The inspector or technician shall work
more facilities within the organization. under the direct supervision of personnel meeting
13.3.2.3 When a producer’s or manufacturer’s the requirements of Sections 13.3.2.4 or 13.3.2.5 .
laboratory only serves as a quality control 13.3.2.7 It is satisfactory for a person to fill one or
laboratory and does not produce tests for more of the levels of management, supervision,
acceptance, payment, or the official record, the inspector, or technician positions in accordance
requirement for a professional engineer is waived. with Sections 13.3.2.2 , 13.3.2.3 , 13.3.2.4 , and

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13.3.2.5 , provided the person qualifies for the 13.4—Equipment

highest level worked. It is also recognized that
frequently some tests and inspections are conducted 13.4.1 The agency shall furnish all items of
at small field or peripheral locations; it is not the equipment, including reference materials, required
for the correct performance of inspections and tests.
intent of this code that the supervisory personnel be
In those cases, where the agency needs to use
directly present at such locations at all times. If the
qualified person in Section 13.3.2.2 performs as a equipment outside its permanent control, it shall
supervisor, they do not have to comply with the ensure that the relevant requirements of this
certification requirements. specification are met.
13.4.2 All equipment shall be properly
13.3.3 Special Inspection Agency:
maintained. Maintenance procedures shall be
13.3.3.1 The following personnel requirements documented and shall include a schedule for future
must be satisfied by an agency that provides Special maintenance.
Inspection services:
13.4.2.1 Any equipment that has been subjected to
13.3.3.2 The Special Inspection services of the overloading or mishandling, or that gives suspect
agency shall be under the direction of a registered results, or has been shown by verification or
design professional and a full-time employee of that otherwise to be defective, shall be taken out of
agency. The person shall have at least two years service, clearly identified, and wherever possible,
experience in Special Inspections. The organization stored at a specified place until it has been repaired
can consist of one or more separate facilities and shown by calibration, verification, or test to
providing Special Inspection. A registered design perform satisfactorily.
professional can have managerial responsibility for
(a) The agency shall examine the effect of this
one or more facilities within the organization as
defect on previous inspections or tests.
defined by Section 13.2.
13.3.3.3 The field supervisor of Special Inspection 13.4.3 Each item of equipment including
shall have at least two years Special Inspection reference materials shall, when appropriate, be
experience in the type of work being supervised. labeled, marked or otherwise identified to indicate
This person shall be certified in the areas he is its calibration status.
supervising. 13.4.4 Records shall be maintained for each item
13.3.3.4 The Special Inspector shall be certified by of equipment and all reference materials significant
a third party. This certification exam shall include; to the inspections or tests performed. The records
a written examination that shall include; reading shall include:
plans as a performance element. The examination (a) The name of the item of equipment,
shall demonstrate the candidate’s ability to (b) The manufacturer’s name, type
correctly perform the required duties and evaluate identification, and serial number or other
the inspection results for specification and code unique identification,
compliance. (c) Date received and date placed in service,
(d) Condition when received (for example, new,
13.3.3.5 The registered design professional
according to Section 13.3.3.2 , in addition to the used, reconditioned, and so forth),
requirements of Section 13.3.3.4 shall document (e) Copy of the manufacturer’s instructions,
the experience and job training of each Special where available, condition when received
(for example, new, used, reconditioned, and
Inspector being supervised. The Special Inspection
agency shall maintain such documentation for a so forth),
minimum of three years after the individual(s) have (f) Details of maintenance carried out to date,
(g) Dates and results of calibrations or
left their employment.
verifications, or both, and date of next
13.3.3.6 A person can fill one or more of the levels calibration or verification, or both,
of management, supervision, inspector, or (h) History of any damage, malfunction, or
technician positions in accordance with Sections repair, and
13.3.3.2 , 13.3.3.3 and 13.3.3.4 , provided the (i) Current location.
person qualifies for the highest level worked.

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13.5—Quality System, audit and review 13.5.2.11 Procedures for handling inspection and
test items;
13.5.1 The agency shall establish and maintain a
quality system appropriate to the type, range, and 13.5.2.12 Reference to the equipment and
volume of inspections and testing activities it reference measurement standards used;
undertakes. The elements of this system shall be 13.5.2.13 Reference to procedures for calibration,
documented. The quality documentation shall be verification and maintenance of equipment;
available for use by the agency’s personnel.
13.5.2.14 Procedures to be followed for feedback
13.5.1.1 The agency shall define and document its and corrective action whenever testing
policies and objectives for, and its commitment to discrepancies are detected, or departures from
good practice and quality of, inspection or testing documented policies and procedures occur;
services.
13.5.2.15 The agency’s arrangements for
13.5.1.2 The agency management shall ensure that permitting departures from documented policies,
these policies and objectives are documented in a procedures, or standards;
quality manual and communicated to, and
understood and implemented by, all personnel 13.5.2.16 Procedures for dealing with complaints;
concerned. The quality manual shall be maintained 13.5.2.17 Procedures for protecting confidentiality
current under the responsibility of the quality and proprietary rights; and
manager.
13.5.2.18 Procedures for audit and review.
13.5.2 The quality manual and related quality
documentation shall state the agency’s policies and 13.5.3 The agency shall arrange for audits or
operational procedures established in order to meet inspections of its activities at appropriate intervals
the requirements of this specification. The quality to verify that its operations continue to comply with
manual and related quality documentation shall also the requirements of the quality system. Such audits
contain: shall be carried out by qualified personnel who are
independent of the activity to be audited.
13.5.2.1 A quality policy statement, including
objectives and commitments, by top management; 13.5.3.1 If the audit findings cast doubt on the
correctness or validity of the agency’s inspections
13.5.2.2 The organization and management or test results, the agency shall investigate the
structure of the agency, its place in any parent findings and circumstances to determine if the
organization and relevant organizational charts; agency’s inspection or test results reported to the
13.5.2.3 The relations between management, client and other parties were affected. If the
technical operations, support services, and the agency’s investigation determines that the agency’s
quality system; inspection or test results were affected, the agency
shall take immediate corrective action and shall
13.5.2.4 Procedures for control and maintenance of immediately notify, in writing, the client and any
documentation; other party as required by the contractual
13.5.2.5 Job descriptions of key personnel and agreement.
reference to the job descriptions of other personnel; 13.5.4 The quality system adopted to satisfy the
13.5.2.6 Identification of the agency’s approved requirements of this specification shall be reviewed
signatories (where this concept is appropriate); at least once a year by the management to ensure its
continuing suitability and effectiveness and to
13.5.2.7 The agency’s procedures for achieving
introduce any necessary changes or improvements.
traceability of measurements;
13.5.5 All audit and review findings, external and
13.5.2.8 The agency’s scope of inspections or tests, internal, and any corrective actions that arise from
or both; them shall be documented. The person responsible
13.5.2.9 Arrangements for the agency to review all for quality shall ensure that these actions are
new services to ensure that it has the appropriate discharged within the agreed timescale.
facilities and resources before commencing such 13.5.6 In addition to periodic audits, the agency
services; shall ensure the quality of results provided to clients
13.5.2.10 Reference to the test procedures used; by implementing checks. These checks shall be

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reviewed and shall include, as appropriate, but are construction materials, that the contractual
not limited to: agreement specifically states the agency is
responsible for testing or inspecting.
13.5.6.1 Internal quality control schemes using,
whenever possible, statistical techniques, 13.6.2.6 Submit promptly to the client and
distribute as specified in the contractual agreement
13.5.6.2 Participation in proficiency testing or peer
formal reports of all tests and inspections which
reviews,
indicate compliance or noncompliance with the
13.5.6.3 Regular use of certified reference approved project plans and specifications. The
materials or in house quality control using reports shall be complete and factual, citing the
secondary reference materials, or both, methods used in obtaining samples, the tests
13.5.6.4 Replicate inspections or testing using the performed, the specified values for the measured
same or different methods, characteristics, the values obtained, the parts of the
structure involved, and similar pertinent data. The
13.5.6.5 Re-inspection or re-testing of retained agency shall be prepared to substantiate its reports
items, and to the extent necessary.
13.5.6.6 Correlation of results for different 13.6.3 Unless specifically authorized, the agency
characteristics of an item. does not have the right of rejection.
13.5.7 Compliance with the requirements 13.6.4 The agency shall have its laboratory
specified in SASO/ISO/IEC 17025 for laboratories procedures and equipment inspected at intervals of
and SASO/ISO/IEC 17020 for inspection bodies not more than three years by a qualified national
would satisfy the requirements of Sections 13.5, authority as evidence of its competence to perform
13.6, 13.7, 13.8, and 13.9 of this Chapter. the required tests.
13.6—Responsibilities and duties 13.6.4.1 The agency shall demonstrate evidence of
meeting the requirements of this Code through
13.6.1 It shall be the responsibility of the agency
official accreditation in the field of its operations.
to ensure that it performs only inspections or tests
for which it is adequately equipped and staffed, and 13.6.5 The agency shall supply the qualified
that its personnel perform only inspections or tests accreditation authority with the qualification of its
for which they are adequately trained. Personnel as listed in Section 13.3. At a minimum
each person shall be re-evaluated internally or
13.6.2 The following duties are those usually
externally, at least every three years for each test or
performed by the agency:
inspection or both the person is authorized to
13.6.2.1 Obtain representative samples of those perform.
materials required by the approved project plans
and specifications, and authorized by the 13.7—Inspections and test methods
contractual agreement to be tested and evaluated. 13.7.1 The agency shall have documented
13.6.2.2 When samples are collected by the instructions on the use and operations of all relevant
agency, the agency must ensure that there is proper equipment, on the handling and preparation of
protection, handling, and storing of the samples to items, and for inspection, calibration, or testing, or
ensure that they remain representative of the a combination thereof, where the absence of such
material being used at the time of sampling. instructions could jeopardize the inspections or
tests. All instruction, standards, manuals and
13.6.2.3 When the agency is responsible for reference data relevant to the services of the agency
collecting samples, the samples must be identified shall be maintained up-to-date and be readily
with the respective portions of the work in which available to the personnel and external auditors.
the material represented was or will be used.
13.7.2 The agency shall use appropriate test
13.6.2.4 Perform all testing and inspection methods and procedures for all inspections and tests
operations in accordance with appropriate standards and related activities within its responsibility
as referenced in the contractual agreement. (including sampling, handling, transport and
13.6.2.5 Call to the attention of the client any storage, and preparation of items, estimation of
irregularities or deficiencies in the construction uncertainty of measurement, and analysis of
materials or processes, or both, as related to inspection data or test data, or both). They shall be
consistent with the accuracy required, and with any

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standard specifications relevant to the inspections, 13.8.2 A record retention period shall be
or tests concerned. established but shall be no less than 3 years.
13.7.3 Where it is necessary to employ test 13.8.3 Records shall be legible and include
methods that have not been established as sufficient information to permit satisfactory
standards, these shall be subject to agreement with recapitulation of the inspection.
the client, be fully documented and validated, and
13.8.4 Records shall be safely stored and retained
be available to the client and other recipients of the
to prevent damage, deterioration or loss.
relevant reports.
13.8.5 Records shall be held secure and in
13.7.4 Where sampling is carried out as part of the
confidence to the client, unless otherwise
test method, the agency shall use documented
authorized by the client or required by law,
procedures and appropriate statistical techniques to
regulation, or valid court order.
select samples.
13.7.5 Calculations and data transfers shall be
13.9—Report
subject to appropriate checks. 13.9.1 The services performed by the agency shall
be documented by a retrievable report that
13.7.6 Where computers or automated equipment
accurately, clearly, objectively, and unambiguously
are used for the capture, processing, manipulation,
recording, reporting, storage, or retrieval of presents measurements, observations,
examinations, and test results in accordance with
inspection or test data, the agency shall ensure that:
the reporting requirements of the inspection or test
13.7.6.1 All requirements of this specification are method(s). Each test or inspection report also shall
complied with, include the following unless the contractual
13.7.6.2 Computer software is documented and agreement specifies otherwise:
adequate for use, 13.9.1.1 A title, for example, “Report of
13.7.6.3 Procedures are established and Reinforced Concrete Inspection,” “Report of Field
implemented for protecting the integrity of data; Moisture and Density Tests;”
such procedures shall include, but are not limited to: 13.9.1.2 The name, address, and contact
the integrity of data entry or capture, data storage, information of the agency;
data transmission and data processing,
13.9.1.3 A unique identification of the report (such
13.7.6.4 Computer and automated equipment is as report number), the date of issued, a sequential
maintained to ensure proper functioning and number for each page, and the total number of
provided with the environmental and operating pages;
conditions necessary to maintain the integrity of
13.9.1.4 The name and address of client (physical
inspection and test data, and
or electronic) where appropriate;
13.7.6.5 Appropriate procedures for the
maintenance of security of data including the 13.9.1.5 Description of, condition of, and clear
prevention of unauthorized access to, and identification of the item or area (location)
unauthorized amendment of, computer records are inspected or tested;
established and implemented. 13.9.1.6 Date of performance of inspection or test;
13.7.7 Documented procedures shall exist for the 13.9.1.7 Identification of inspection and test
purchase, reception and storage of consumable methods used or clear description of any non-
materials used for the technical operations of the standard method used;
agency.
13.9.1.8 Any deviations from, additions to, or
13.8—Records exclusions from, the inspection or test method and
any other information relevant to a specific
13.8.1 The agency shall establish and maintain a
inspection, or test, such as environmental
documented system to identify, collect, index,
conditions;
access, file, store, maintain, and dispose of
management and technical records to suit its 13.9.1.9 Measurements, observations,
particular circumstances and to comply with examinations, and test results, supported by tables,
applicable regulations. graphs, sketches, and photographs, as appropriate;

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13.9.1.10 A statement to the effect that the results 13.9.3.2 Clear identification of the material
relate only to the items inspected or tested; sampled including manufacturer, brand name, lot
number, source, or similar unique information, as
13.9.1.11 A statement that the report shall not be
applicable;
reproduced, except in full, without the prior written
approval of the agency; and 13.9.3.3 Sampling location, where relevant, using
an explicit description, diagram, sketch, or
13.9.1.12 Name(s) of individual(s) performing the
photograph, as applicable;
inspections or tests;
13.9.3.4 Identification of sampling methods used,
13.9.1.13 A signature and title, or an equivalent
or sampling plan or procedure if a non-standard
identification, of the person(s) accepting
method was used;
responsibility for the content of the report (however
produced) on behalf of the agency; and 13.9.3.5 Deviations from, additions to, or
exclusions from standard sampling methods or
13.9.1.14 Identification of results obtained from
predetermined sampling plans or procedures; and
inspections or tests subcontracted by the agency to
others. The agency shall not represent the services 13.9.3.6 Details of environmental conditions
of others as its own. present during the sampling such as rain that may
have affected the testing of the sample or the
13.9.2 In addition to the requirements of Section
interpretation of the test results.
13.9.1, each inspection or test report, where
necessary for the proper interpretation or 13.9.4 When interpretations of tests, inspections,
understanding of the report, shall include the or samplings are included in the report, the basis for
following: the interpretations shall be clearly explained.
Interpretations shall include determination of
13.9.2.1 Project title and reference designation;
compliance/noncompliance of the results with
13.9.2.2 Reference to relevant specification(s) or requirements or fulfillment of contractual
requirement(s); requirements.
13.9.2.3 A statement indicating compliance with 13.9.5 Material revisions or additions to a report
approved project plans and specifications; and after issue shall be made in the form of a further
13.9.2.4 Other reporting requirements of the client, document clearly indicating the revised information
the building official, or relevant authority. and clearly referencing the original report
identification. Such revisions or additions shall
13.9.3 In addition to the requirements of Sections meet the relevant requirements of Section 13.9.2.
13.9.1 and 13.9.2, test reports presenting results
where information on sampling is necessary for the 13.9.6 Transmission of inspection or test reports
interpretation of the test results shall include the by electronic means shall follow documented
following: procedures to ensure that the requirements of this
chapter are met and that confidentiality is
13.9.3.1 Date of sampling or date sample received, preserved.
as appropriate;

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 CHAPTER 14—INSPECTIONS AND TESTING OF MATERIALS AND CONSTRUCTION

CHAPTER 14—INSPECTIONS AND TESTING OF MATERIALS

AND CONSTRUCTION

to determine physical and chemical properties of

14.1—Scope steel, laboratory tests of paints for use on steel
14.1.1 This chapter includes scope and specific structures, qualification of welding procedures and
requirements relating to testing and inspection of personnel, nondestructive testing (radiographic,
various construction types and materials including magnetic particle, liquid penetrant, ultrasonic, etc.),
concrete, soil and rock, steel, sprayed-fire resistive, and inspection of cutting and bending of reinforcing
installed firestops and masonry construction. bars and testing of same.
14.1.2 Special Inspections and Tests shall be 14.4.1.2 Personnel performing visual inspection of
according to Chapter 17 of SBC 201. structural steel or piping shall be familiar with the
quality requirements of the particular project and
14.2—Concrete Inspection and testing the governing codes or standards. Visual weld
14.2.1 General inspection shall be performed by an AWS Certified
Welding Inspector (AWS-QC-1) except as
14.2.1.1 Concrete inspection and testing services
otherwise allowed by contractual agreement. The
will normally include some or all of the following:
inspection of welds shall be supervised or overseen
sampling and testing of ingredients, mixture design,
by an AWS Certified Welding Inspector or by a
checking of production equipment and procedures,
Professional Engineer.
inspection of reinforcement and placement,
inspection of concrete placement and concrete 14.4.2 The agency shall be equipped to meet the
curing, and laboratory testing of hardened needs of the procedures required to fulfill the
specimens. contractual agreement. If the agency subcontracts
services to other agencies, these agencies shall be
14.2.1.2 The agency shall comply with ASTM
properly equipped.
C1077 for tests of concrete and aggregate.
14.4.3 Reference Material
14.3—Soil and rock inspection and
testing 14.4.3.1 Appropriate references, relevant to the
construction being inspected, including the
14.3.1 General approved project plans and specifications, shall be
14.3.1.1 Soil and rock inspection and testing readily available to the technicians or inspectors at
services will normally include some or all of the all times. The following are particularly essential.
following: sampling and testing of in-situ materials, (a) Applicable parts of Annual Book of ASTM
sampling and testing of materials being processed, Standards,
sampling and testing of processed materials, (b) Applicable Parts of AISC Manual of Steel
inspection and testing of soil and rock placement Construction,
procedures, and sampling and testing of in-place (c) Applicable Parts of ASME Boiler and
constructed components. Pressure Vessel Code,
14.3.1.2 The agency shall comply with ASTM (d) Applicable building codes,
D3740. (e) AWS D1.1,
(f) AWS B1.11,
14.4—Steel inspection and testing (g) AWS D1.5,
14.4.1 General (h) AWS D1.4, and
(i) Steel Joist Institute (SJI) Recommended
14.4.1.1 Steel inspection and testing services will Code of Standard Practice for Steel Joists and
normally include one or more of the following Joist Girders.
general functions: inspection at source of base
material (the steel mill), inspection at fabrication 14.4.4 Laboratory Equipment—The testing
shop, inspection at erection site, laboratory testing agency responsible for testing steel shall be
equipped with at least the following:

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 CHAPTER 14—INSPECTIONS AND TESTING OF MATERIALS AND CONSTRUCTION

14.4.4.1 Suitable facilities for preparing test require initial verification using a tension
specimens. measuring device.
14.4.4.2 A screw or hydraulic type of testing 14.4.6 Qualifications for Nondestructive
machine of sufficient capacity to test the specimen. Testing Agencies— When nondestructive testing is
The machine shall be equipped with suitable required, the agency performing the testing shall
gripping and bending tools and with variable speed meet in their entirety the requirements of ASTM
control. It shall be verified annually in accordance E543.
with a procedure specified by ASTM E4 and shall
meet the accuracy requirement of these procedures. 14.5—Sprayed fire resistive inspection
A report giving detail of the verification shall be and testing
readily available. 14.5.1 General
14.4.4.3 Hardness measuring device (Rockwell or 14.5.1.1 Spray-applied fire-resistive material
Brinell). inspection and testing will normally include some
14.4.4.4 Appropriate measuring equipment such as or all of the following services:
micrometers, rules, dividers. (a) Inspection of application, in accordance with
14.4.4.5 Access to a chemical laboratory suitably the “Inspection Procedures” Section of
equipped for the analysis of constituents and ASTM E1513.
alloying elements of structural steels, and for (b) Testing of thickness and density in
analysis of paints to applicable specification. accordance with ASTM E605.
(c) Testing of cohesion/adhesion in accordance
14.4.4.6 AWS standard guided-bend test jig. with Test Method E736.
14.4.4.7 Bend test jig for reinforcing steel. 14.5.2 The agency shall comply with the
14.4.5 Field Equipment (Mill, Fabrication, and requirements specified in Sections 13.2 through
Erection)— The agency shall be equipped with the 13.9 of this Code.
following items of equipment appropriate to the 14.6—On-site inspection of installed
service to be rendered: firestops
(a) Steel tape, rule, calipers, and other 14.6.1 General
appropriate measuring equipment.
(b) Weld dimension gage. 14.6.1.1 On-site inspection of installed firestops
(c) Weld viewing shield. will normally address all types of firestops installed
(d) Hammer for weld testing. through or onto fire resistive assemblies.
(e) Battery operated hand light. 14.6.1.2 A standard practice is provided in ASTM
(f) Paint thickness gage. E2174 and ASTM E2393.
(g) Thermometer (or temperature-measuring
crayons). 14.6.2 The agency shall comply with the
(h) Inspector’s identification stamp or tags. requirements in Sections 13.2 through 13.9 of this
(i) Inspection wrench (a torque wrench used per Code.
AISC requirements) for high strength bolts. 14.7—Masonry Inspection and testing
14.4.5.1 Tension Calibrator (Tension 14.7.1 General
Measuring Device)— The accuracy of a tension
calibrator shall be confirmed through calibration at 14.7.1.1 Masonry inspection and testing services
least annually. Three of the AISC approved will normally include some or all of the following
methods for installing pretension bolts in slip services:
critical connections do not rely on any torque (a) Sampling and inspecting the raw materials
measurements at all. The turn-of-nut method used in the manufacture of masonry units,
(favored by AISC), the alternate design fastener (b) Inspecting the manufacture of masonry units,
method, and direct tension indicator method do not (c) Sampling and testing masonry units,
rely on torque measurements, but rather on (d) Preparing grout and mortar mixture design,
observing nut rotation, the snap off of a mandrel, or (e) Inspecting and testing the production and
deformation of tension indicators; these methods placement of grout and mortar, and

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(f) Inspecting and testing the reinforcing steel Radiographic Testing (RT), Ultrasonic Testing
used in masonry construction. (UT), Liquid Penetrant Testing (PT) and Magnetic
Particle Testing (MT).
14.7.1.2 The agency shall comply with the most
recent edition of ASTM C1093 for tests of masonry, 14.8.2 The agency shall comply with ASTM E543
grout, and mortar. and to the other requirements specified in Sections
13.2 through 13.9 of this Code.
14.8—Nondestructive testing agencies
14.8.1 Nondestructive testing will usually include
tests performed by the following methods:

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