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BSI PD 6697:2019 – TC

BSI PD 6697:2019 – TC

$280.87

Tracked Changes. Recommendations for the design of masonry structures to BS EN 1996-1-1 and BS EN 1996-2

Published By Publication Date Number of Pages
BSI 2019 243
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PDF Catalog

PDF Pages PDF Title
1 compares PD 6697:2019
2 TRACKED CHANGES
Test example 1
3 PD 6697:2019 to PD 6697:2010
8 Bibliography 119
Summary of pages
9 Publishing information
Supersession
Information about this document
Use of this document
Presentational conventions
Contractual and legal considerations
Compliance with a Published DocumentBritish Standard cannot confer immunity from legal obligations.
11 0 Introduction
1 Scope
2 Normative references
14 3 Terms and definitions
3.1 actual dimension
3.2 consequence classes
3.2.1 consequence (building) class 1
3.2.2 consequence (building) class 2A
3.2.3 consequence (building) class 2B
3.2.4 consequence class 3
15 3.3 capping
3.4 cavity tray
3.5 closer
3.6 collar jointed wall
3.63.7 coping
3.73.8 course
3.83.9 diaphragm wall
3.93.10 effective depth
3.103.11 efflorescence
3.113.12 fair faced
3.123.13 fin wall
3.133.14 free‑standing wall
3.143.15 header
3.153.16 insulation slab
16 3.163.17 jamb
3.173.18 key element
3.183.19 pocket‑type
3.193.20 Quetta bond
3.203.21 reinforced hollow masonry units
3.213.22 retaining wall
3.223.23 rubble
3.233.24 shear span
3.243.25 shear tie
3.253.26 sleeper wall
3.263.27 slip tie (general purpose)
3.273.28 special shaped brick
3.283.29 stretcher
3.293.30 string course
3.303.31 weathered/weathering
17 3.313.32 weephole
4 Symbols
19 5 Materials and components
5.1 General
5.2 Damp‑proof courses
24 5.3 Wall ties and ancillary components
5.3.1 Wall ties
5.3.2 Ancillary components
5.3.3 Wall ties for grouted cavity construction
5.4 Special shaped brick masonry units
5.5 Sealants
5.6 Airbricks, gratings and flues
5.7 Sills
28 Table 3 — Sill materials
Table 4 — Lintels
29 Table 5 — Copings
Table 6 — Flashings and weatherings
30 Table 7 — Insulation products
5.12 Wind posts
6 Design
6.1 Objectives and general recommendations
6.1.1 General
6.1.2 Stability – General considerations
34 Figure 2 — Timber floor using typical joist hanger
Figure 3 — Timber floor using nailed or bolted joist hangers acting as tie
35 Figure 4 — In‑situ concrete floor bearing directly on to wall
Figure 5 — In‑situ concrete floor abutting external cavity wall
36 Figure 6 — Beam and block floor abutting external cavity wall
Figure 7 — Timber floor abutting external cavity wall
37 Figure 8 — Timber floor using double joist hanger acting as tie
Figure 9 — Timber floor using typical joist hanger
Figure 10 — Timber floors abutting internal wall
38 Figure 11 — In‑situ floors abutting internal wall
Figure 12 — Beam and block floor abutting internal wall
39 Figure 13 — Precast units abutting internal wall
6.1.4 Random rubble masonry
6.1.5 Coefficient of friction
6.1.6 Basis of design, reinforced and prestressed masonry
6.1.7 Serviceability limit states
6.1.7.1 Deflection
40 6.1.8 Accidental forces
6.1.9 Structural properties
6.1.9.1 General
6.1.9.2 Shear in bending (reinforced masonry walls)
41 6.1.9.3 Racking shear in reinforced masonry shear walls
6.1.9.4 Shear in prestressed sections
6.1.10 Characteristic breaking load of prestressing steel
6.1.11 Elastic moduli
Table 8 — Elastic modulus for concrete infill, Ecm
42 Figure 14 — Typical short‑term design stress‑strain curves for normal and low stress tendons
6.2.2 Cavity walls – Wall ties
6.2.2.1 Selection and strength of wall ties
6.2.2.2 Density and positioning of wall ties
43 Figure 15 — Spacing of wall ties
44 6.2.2.3 Embedment of wall ties
Table 9 — Selection of wall ties: Types, categories and lengths
45 Table 10 — Classification of wall ties by end use
46 Figure 16 — Definitions for functional sections of masonry–masonry wall ties in an external cavity wall
47 6.2.2.5 Performance of wall ties
Table 12 — Minimum declared tensile load capacity and compression load capacity for tie type for design embedment length
48 6.2.3 Composite action between walls and their supporting beams
6.2.4 Corbelling
Figure 17 — Extent of corbelling
50 6.2.66.2.7 Movement in masonry
6.2.6.16.2.7.1 General
51 Figure 1718 — Short returns in clay masonry
52 6.2.6.3.46.2.7.3.4 Movement joints in concrete masonry
6.2.6.3.56.2.7.3.5 Movement joints in natural stone masonry
6.2.6.46.2.7.4 Placing of movement joints
6.2.6.56.2.7.5 Filler for movement joints
53 6.2.6.66.2.7.6 Sealing movement joints
6.2.6.76.2.7.7 Reinforcement to minimize the risk of cracking
6.2.6.86.2.7.8 Masonry cladding to framed structures
54 Figure 1819 — Recommended allowances for differential movement between the timber frame structure and brick cladding
55 6.2.7.46.2.8.4 Selection of external wall construction to resist rain penetration
56 6.2.7.4.26.2.8.4.2 Detailed considerations
6.2.7.4.2.26.2.8.4.2.2 Mortar composition
6.2.7.4.2.36.2.8.4.2.3 Thickness of leaf
57 6.2.7.4.2.46.2.8.4.2.4 Cavity walls
58 6.2.7.4.2.56.2.8.4.2.5 Width of air space within any cavity
6.2.7.4.2.66.2.8.4.2.6 Mortar joint, profile and finish
6.2.7.4.2.76.2.8.4.2.7 Cavity insulation
6.2.7.4.2.86.2.8.4.2.8 Architectural features and local practice
59 6.2.7.4.2.96.2.8.4.2.9 Applied external finishes
6.2.7.4.2.106.2.8.4.2.10 Effective workmanship to be achieved on site
6.2.7.56.2.8.5 DPCs and cavity trays
60 6.2.7.5.26.2.8.5.2 Performance
6.2.7.66.2.8.6 Resisting rising damp
6.2.7.6.26.2.8.6.2 Below ground level
61 6.2.7.6.36.2.8.6.3 Cavity trays to exclude soil gas
6.2.7.76.2.8.7 Controlling downward movement of water
6.2.7.7.26.2.8.7.2 Over openings
6.2.7.7.36.2.8.7.3 Weepholes
6.2.7.7.46.2.8.7.4 At jambs of openings
6.2.7.7.56.2.8.7.5 Under sills
6.2.7.7.66.2.8.7.6 Cavity trays over cavity insulation
6.2.7.7.76.2.8.7.7 External wall becoming an internal wall
6.2.7.7.86.2.8.7.8 In parapets
62 6.2.7.7.96.2.8.7.9 Chimneys
6.2.7.7.106.2.8.7.10 Flashings and weatherings
63 6.2.7.7.116.2.8.7.11 Cappings and copings
Figure 2021 Detail of typical chimney stack
66 6.2.86.2.9 Durability
6.2.8.16.2.9.1 General
67 6.2.8.26.2.9.2 Exposure to the weather
6.2.8.36.2.9.3 Frost action
68 6.2.8.3.26.2.9.3.2 Clay masonry units
6.2.8.3.36.2.9.3.3 Calcium silicate masonry units
6.2.8.3.46.2.9.3.4 Concrete masonry units
6.2.8.46.2.9.4 Sulfate attack
6.2.8.56.2.9.5 Architectural features
69 6.2.8.5.26.2.9.5.2 Cappings
6.2.8.5.36.2.9.5.3 Chimney stacks
6.2.8.66.2.9.6 Selection of masonry units and mortar for durability
6.2.8.6.26.2.9.6.2 Recommendations for the use of natural stone
89 Figure 23 — Typical cross sections of copings
6.2.96.2.10 Mortars
6.2.9.16.2.10.1 Types of mortar
6.2.9.1.26.2.10.1.2 Cement:lime:sand mortar
90 6.2.9.1.36.2.10.1.3 Air‑entrained cement:lime:sand mortar
6.2.9.1.46.2.10.1.4 Air‑entrained cement:sand mortar
6.2.9.1.56.2.10.1.5 Masonry cement:sand mortar
6.2.9.1.66.2.10.1.6 Sulfate-resisting mortar
6.2.9.26.2.10.2 Mortar admixtures
6.2.9.36.2.10.3 Selection of mortar
91 6.2.9.46.2.10.4 Factory made masonry mortar
6.3 Design of reinforced masonry
6.3.1 General
6.3.2 Resistance moments of elements
6.3.3 Design formulae for singly reinforced rectangular members using Group 1 and 2 masonry units
6.3.3.1 General
6.3.3.2 Design for walls with the reinforcement concentrated locally
92 Table 16 — Values of the moment of resistance factor, Q, for various values of fd and lever arm factor, c
94 6.3.4 Shear stress in retaining walls
6.3.5 Concentrated loads near supports
95 6.3.6 Reinforced masonry subjected to a combination of vertical loading and bending
6.3.6.1 Design
96 6.3.6.1.1.2 Short columns: biaxial bending
97 Table 17 — Values of the coefficient j
6.3.6.1.1.3 Short walls subjected to a combination of vertical loading and bending
6.3.7 Detailing reinforced masonry
6.3.7.1 Secondary reinforcement in walls and slabs
6.4 Design of prestressed masonry
6.4.1 General
98 6.4.2 Design for the ultimate limit state
6.4.2.1 Bending
99 6.4.2.2 Loading parallel to principal axis
6.4.2.3 Shear strength of masonry
100 6.4.2.4 Shear ties
6.4.3 Design for the serviceability limit state
101 6.4.4 Design criteria for prestressing tendons
6.4.4.1 Maximum initial prestress
6.4.4.2 Loss of prestress
6.4.4.2.2 Relaxation of tendons
6.4.4.2.3 Elastic deformation of masonry
102 6.4.4.2.4 Moisture movement of masonry
6.4.4.2.5 Creep of masonry
6.4.4.2.6 Anchorage draw‑in
6.4.4.2.7 Friction
6.4.4.2.8 Thermal effects
6.4.4.3 Transmission length in pre‑tensioned members
103 6.4.5 Detailing prestressed masonry
6.4.5.1 Tendons
6.4.5.2 Anchorage in reinforced concrete
6.4.5.3 Detailing prestressed masonry
6.4.5.4 Links
6.5 Design: accidental damage
6.5.1 General guidance
104 Table 18 — Loadbearing elements
Table 19 — Detailed accidental damage recommendations
105 6.5.3 Partial factors
6.5.4 Horizontal ties
6.5.5 Vertical ties
106 6.5.6 Loadbearing elements
107 Table 20 — Recommendations for full peripheral, internal and column or wall ties
108 Table 20 (continued)
Table 21 — Recommendations for full vertical ties
6.6 Design of laterally loaded walls with bed joint reinforcement
6.6.1 General
109 6.6.2 Design recommendations
6.6.2.1 General
6.6.2.2 Support conditions and continuity
6.6.2.3 Limiting dimensions for bed joint reinforced masonry panels
6.6.2.4 Minimum amount of reinforcement
6.6.2.5 Compressive strength of masonry
110 6.6.3 Method 1: design as horizontal spanning wall
6.6.4 Method 2: design with reinforced section carrying extra load only
6.6.5 Method 3: design using modified orthogonal ratio
111 6.6.6 Method 4: design based on cracking load
6.6.7 Cavity walls
6.7 Internal walls or partitions not designed for imposed loading
112 Figure 25 — Limiting dimensions of walls for stability
6.7.2.16.8.2.1 Concrete infill
113 6.7.2.26.8.2.2 Prestressing tendons
6.7.36.8.3 Fire resistance
6.7.46.8.4 Accommodation of movement
6.7.56.8.5 Spacing of wall ties
6.7.66.8.6 Drainage and waterproofing
114 7 Lintels: method of assessment of load
7.1 General
7.2 Basic principles
7.2.1 General
7.2.2 Assumptions
7.3 Limiting conditions
115 7.4 Loads
7.5 Assessment of load for lintel supporting wall without openings within the interaction zone
7.6 Assessment of load for lintel supporting wall with one or more openings within the interaction zone
116 Figure 2226 — Load triangle and interaction zone
118 Figure 2428 — Effect of openings above the lintel
120 Figure 2529 — Example showing the loads on lintel with floor, partition and opening above the lintel
121 Figure 2630 — Example showing the loads on lintels supporting walls
7.7 Assessment of load for lintel directly supporting roof or point loads
7.8 Use of assessed loads for selection of lintels
122 Table 22 — Conversion factors for determining equivalent UDLs from assessed UDLs A)
123 Table 23 — Conversion factors for determining equivalent UDLs from point loads close to the lintelA)
8 Work on site
8.1 General information and recommendations relating to the execution of masonry
8.1.1 General
8.1.2 Materials, handling and preparation
8.1.3 Laying of units
124 8.1.4 Accuracy
125 Table 24 — Permissible deviations in masonry (other than stone masonry)
Table 25 — Permissible deviations in stone masonry
8.1.6 Wall ties
126 8.2 Additional recommendations for reinforced and prestressed masonry
8.2.1 General
8.2.2 Grouted‑cavity construction
8.2.2.1 General
8.2.2.2 Low‑lift
8.2.2.3 High‑lift
127 Figure 2731 — Wall tie for high‑lift grouted‑cavity wall
8.2.3 Reinforced hollow blockwork
8.2.3.1 General
8.2.3.2 Low‑lift
8.2.3.3 High‑lift
128 8.2.4 Quetta bond and similar bond walls
8.2.5 Pocket‑type walls
8.2.6 Tensioning of prestressing tendons
8.2.7 Forming chases and holes, and provision of fixings
129 Standards publications
Other publications
134 Foreword
136 0 Introduction
1 Scope
2 Normative references
139 3 Terms and definitions
142 4 Symbols
144 5 Materials and components
146 Table 1 — Physical properties and performance of materials for DPCs
150 Table 2 — Selection of ancillary components in relation to material/coating specification and situation
153 Table 3 — Sill materials
Table 4 — Lintels
154 Table 5 — Copings
Table 6 — Flashings and weatherings
155 Table 7 — Insulation products
6 Design
157 Figure 1 — Timber floor bearing directly on to a wall
158 Figure 2 — Timber floor using typical joist hanger
Figure 3 — Timber floor using nailed or bolted joist hangers acting as tie
Figure 4 — In‑situ concrete floor bearing directly on to wall
159 Figure 5 — In‑situ concrete floor abutting external cavity wall
Figure 6 — Beam and block floor abutting external cavity wall
160 Figure 7 — Timber floor abutting external cavity wall
Figure 8 — Timber floor using double joist hanger acting as tie
161 Figure 9 — Timber floor using typical joist hanger
Figure 10 — Timber floors abutting internal wall
162 Figure 11 — In‑situ floors abutting internal wall
Figure 12 — Beam and block floor abutting internal wall
163 Figure 13 — Precast units abutting internal wall
165 Table 8 — Elastic modulus for concrete infill, Ecm
166 Figure 14 — Typical short‑term design stress‑strain curves for normal and low stress tendons
167 Figure 15 — Spacing of wall ties
168 Table 9 — Selection of wall ties: Types, categories and lengths
169 Table 10 — Classification of wall ties by end use
170 Figure 16 — Definitions for functional sections of masonry–masonry wall ties in an external cavity wall
171 Table 11 — Functional sections
Table 12 — Minimum declared tensile load capacity and compression load capacity for tie type for design embedment length
172 Figure 17 — Extent of corbelling
175 Figure 18 — Short returns in clay masonry
178 Figure 19 — Recommended allowances for differential movement between the timber frame structure and brick cladding
179 Table 13 — Categories of exposure to local wind‑driven rain
181 Table 14 — Single-leaf masonry — Recommended thickness of masonry for different types of construction and categories of exposure
186 Figure 20 — Cavity parapet walls
187 Figure 21 Detail of typical chimney stack
188 Figure 22 — Freestanding and earth retaining wall
189 Figure 22 — Freestanding and earth retaining wall (continued)
194 Table 15 — Durability of masonry in finished construction
204 Figure 23 — Typical cross sections of copings
207 Table 16 — Values of the moment of resistance factor, Q, for various values of fd and lever arm factor, c
208 Figure 24 — Moment of resistance factor, Q
211 Table 17 — Values of the coefficient j
218 Table 18 — Loadbearing elements
219 Table 19 — Detailed accidental damage recommendations
221 Table 20 — Recommendations for full peripheral, internal and column or wall ties
222 Table 21 — Recommendations for full vertical ties
226 Figure 25 — Limiting dimensions of walls for stability
228 7 Lintels: method of assessment of load
230 Figure 26 — Load triangle and interaction zone
231 Figure 27 — Dispersion of loads
232 Figure 28 — Effect of openings above the lintel
233 Figure 29 — Example showing the loads on lintel with floor, partition and opening above the lintel
234 Figure 30 — Example showing the loads on lintels supporting walls
235 Table 22 — Conversion factors for determining equivalent UDLs from assessed UDLs A)
236 Table 23 — Conversion factors for determining equivalent UDLs from point loads close to the lintelA)
8 Work on site
238 Table 24 — Permissible deviations in masonry (other than stone masonry)
Table 25 — Permissible deviations in stone masonry
240 Figure 31 — Wall tie for high‑lift grouted‑cavity wall
242 Bibliography

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BSI PD 6697:2019 - TC
$280.87