NEN EN 1995-1-1 : 2011 C1 2012

Foreword
SECTION 1 GENERAL
  1.1 SCOPE
       1.1.1 Scope of EN 1995
       1.1.2 Scope of EN 1995-1-1
  1.2 NORMATIVE REFERENCES
  1.3 ASSUMPTIONS
  1.4 DISTINCTION BETWEEN PRINCIPLES AND APPLICATION RULES
  1.5 TERMS AND DEFINITIONS
       1.5.1 General
       1.5.2 Additional terms and definitions used in this
             present standard
  1.6 SYMBOLS USED IN EN 1995-1-1
SECTION 2 BASIS OF DESIGN
  2.1 REQUIREMENTS
       2.1.1 Basic requirements
       2.1.2 Reliability management
       2.1.3 Design working life and durability
  2.2 PRINCIPLES OF LIMIT STATE DESIGN
       2.2.1 General
       2.2.2 Ultimate limit states
       2.2.3 Serviceability limit states
  2.3 BASIC VARIABLES
       2.3.1 Actions and environmental influences
             2.3.1.1 General
             2.3.1.2 Load-duration classes
             2.3.1.3 Service classes
       2.3.2 Materials and product properties
             2.3.2.1 Load-duration and moisture influences on
                     strength
             2.3.2.2 Load-duration and moisture influences on
                     deformations
  2.4 VERIFICATION BY THE PARTIAL FACTOR METHOD
       2.4.1 Design value of material property
       2.4.2 Design value of geometrical data
       2.4.3 Design resistances
       2.4.4 Verification of equilibrium (EQU)
SECTION 3 MATERIAL PROPERTIES
  3.1 GENERAL
       3.1.1 Strength and stiffness parameters
       3.1.2 Stress-strain relations
       3.1.3 Strength modification factors for service classes
             and load-duration classes
       3.1.4 Deformation modification factors for service classes
  3.2 SOLID TIMBER
  3.3 GLUED LAMINATED TIMBER
  3.4 LAMINATED VENEER LUMBER (LVL)
  3.5 WOOD-BASED PANELS
  3.6 ADHESIVES
  3.7 METAL FASTENERS
SECTION 4 DURABILITY
  4.1 RESISTANCE TO BIOLOGICAL ORGANISMS
  4.2 RESISTANCE TO CORROSION
SECTION 5 BASIS OF STRUCTURAL ANALYSIS
  5.1 GENERAL
  5.2 MEMBERS
  5.3 CONNECTIONS
  5.4 ASSEMBLIES
       5.4.1 General
       5.4.2 Frame structures
       5.4.3 Simplified analysis of trusses with punched metal
             plate fasteners
       5.4.4 Plane frames and arches
SECTION 6 ULTIMATE LIMIT STATES
  6.1 DESIGN OF CROSS-SECTIONS SUBJECTED TO STRESS IN ONE
       PRINCIPAL DIRECTION
       6.1.1 General
       6.1.2 Tension parallel to the grain
       6.1.3 Tension perpendicular to the grain
       6.1.4 Compression parallel to the grain
       6.1.5 Compression perpendicular to the grain
       6.1.6 Bending
       6.1.7 Shear
       6.1.8 Torsion
  6.2 DESIGN OF CROSS-SECTIONS SUBJECTED TO COMBINED STRESSES
       6.2.1 General
       6.2.2 Compression stresses at an angle to the grain
       6.2.3 Combined bending and axial tension
       6.2.4 Combined bending and axial compression
  6.3 STABILITY OF MEMBERS
       6.3.1 General
       6.3.2 Columns subjected to either compression or combined
             compression and bending
       6.3.3 Beams subjected to either bending or combined
             bending and compression
  6.4 DESIGN OF CROSS-SECTIONS IN MEMBERS WITH VARYING
       CROSS-SECTION OR CURVED SHAPE
       6.4.1 General
       6.4.2 Single tapered beams
       6.4.3 Double tapered, curved and pitched cambered beams
  6.5 NOTCHED MEMBERS
       6.5.1 General
       6.5.2 Beams with a notch at the support
  6.6 SYSTEM STRENGTH
SECTION 7 SERVICEABILITY LIMIT STATES
  7.1 JOINT SLIP
  7.2 LIMITING VALUES FOR DEFLECTIONS OF BEAMS
  7.3 VIBRATIONS
       7.3.1 General
       7.3.2 Vibrations from machinery
       7.3.3 Residential floors
SECTION 8 CONNECTIONS WITH METAL FASTENERS
  8.1 GENERAL
       8.1.1 Fastener requirements
       8.1.2 Multiple fastener connections
       8.1.3 Multiple shear plane connections
       8.1.4 Connection forces at an angle to the grain
       8.1.5 Alternating connection forces
  8.2 LATERAL LOAD-CARRYING CAPACITY OF METAL DOWEL-TYPE FASTENERS
       8.2.1 General
       8.2.2 Timber-to-timber and panel-to-timber connections
       8.2.3 Steel-to-timber connections
  8.3 NAILED CONNECTIONS
       8.3.1 Laterally loaded nails
             8.3.1.1 General
             8.3.1.2 Nailed timber-to-timber connections
             8.3.1.3 Nailed panel-to-timber connections
             8.3.1.4 Nailed steel-to-timber connections
       8.3.2 Axially loaded nails
       8.3.3 Combined laterally and axially loaded nails
  8.4 STAPLED CONNECTIONS
  8.5 BOLTED CONNECTIONS
       8.5.1 Laterally loaded bolts
             8.5.1.1 General and bolted timber-to-timber connections
             8.5.1.2 Bolted panel-to-timber connections
             8.5.1.3 Bolted steel-to-timber connections
       8.5.2 Axially loaded bolts
  8.6 DOWELLED CONNECTIONS
  8.7 SCREWED CONNECTIONS
       8.7.1 Laterally loaded screws
       8.7.2 Axially loaded screws
       8.7.3 Combined laterally and axially loaded screws
  8.8 CONNECTIONS MADE WITH PUNCHED METAL PLATE FASTENERS
       8.8.1 General
       8.8.2 Plate geometry
       8.8.3 Plate strength properties
       8.8.4 Plate anchorage strengths
       8.8.5 Connection strength verification
             8.8.5.1 Plate anchorage capacity
             8.8.5.2 Plate capacity
  8.9 SPLIT RING AND SHEAR PLATE CONNECTORS
  8.10 TOOTHED-PLATE CONNECTORS
SECTION 9 COMPONENTS AND ASSEMBLIES
  9.1 COMPONENTS
       9.1.1 Glued thin-webbed beams
       9.1.2 Glued thin-flanged beams
       9.1.3 Mechanically jointed beams
       9.1.4 Mechanically jointed and glued columns
  9.2 ASSEMBLIES
       9.2.1 Trusses
       9.2.2 Trusses with punched metal plate fasteners
       9.2.3 Roof and floor diaphragms
             9.2.3.1 General
             9.2.3.2 Simplified analysis of roof and floor
                     diaphragms
       9.2.4 Wall diaphragms
             9.2.4.1 General
             9.2.4.2 Simplified analysis of wall diaphragms -
                     Method A
             9.2.4.3 Simplified analysis of wall diaphragms -
                     Method B
                     9.2.4.3.1 Construction of walls and panels
                               to meet the requirements of the
                               simplified analysis
                     9.2.4.3.2 Design procedure
       9.2.5 Bracing
             9.2.5.1 General
             9.2.5.2 Single members in compression
             9.2.5.3 Bracing of beam or truss systems
SECTION 10 STRUCTURAL DETAILING AND CONTROL
10.1 GENERAL
10.2 MATERIALS
10.3 GLUED JOINTS
10.4 CONNECTIONS WITH MECHANICAL FASTENERS
     10.4.1 General
     10.4.2 Nails
     10.4.3 Bolts and washers
     10.4.4 Dowels
     10.4.5 Screws
10.5 ASSEMBLY
10.6 TRANSPORTATION AND ERECTION
10.7 CONTROL
10.8 SPECIAL RULES FOR DIAPHRAGM STRUCTURES
     10.8.1 Floor and roof diaphragms
     10.8.2 Wall diaphragms
10.9 SPECIAL RULES FOR TRUSSES WITH PUNCHED METAL PLATE FASTENERS
     10.9.1 Fabrication
     10.9.2 Erection
ANNEX A (INFORMATIVE): BLOCK SHEAR AND PLUG SHEAR FAILURE AT
        MULTIPLE DOWEL-TYPE STEEL-TO-TIMBER CONNECTIONS
ANNEX B (INFORMATIVE): MECHANICALLY JOINTED BEAMS
      B.1 SIMPLIFIED ANALYSIS
          B.1.1 Cross-sections
          B.1.2 Assumptions
          B.1.3 Spacings
          B.1.4 Deflections resulting from bending moments
      B.2 EFFECTIVE BENDING STIFFNESS
      B.3 NORMAL STRESSES
      B.4 MAXIMUM SHEAR STRESS
      B.5 FASTENER LOAD
ANNEX C (INFORMATIVE): BUILT-UP COLUMNS
      C.1 GENERAL
          C.1.1 Assumptions
          C.1.2 Load-carrying capacity
      C.2 MECHANICALLY JOINTED COLUMNS
          C.2.1 Effective slenderness ratio
          C.2.2 Load on fasteners
          C.2.3 Combined loads
      C.3 SPACED COLUMNS WITH PACKS OR GUSSETS
          C.3.1 Assumptions
          C.3.2 Axial load-carrying capacity
          C.3.3 Load on fasteners, gussets or packs
      C.4 LATTICE COLUMNS WITH GLUED OR NAILED JOINTS
          C.4.1 Assumptions
          C.4.2 Load-carrying capacity
          C.4.3 Shear forces
ANNEX D (INFORMATIVE): BIBLIOGRAPHY