Connection Design Examples Using the 2015 NDS (DES345)

Lori Koch, P.E. Adam Robertson, M.A.Sc., P.Eng. Manager, Educational Outreach Manager, Codes and Standards American Wood Council Canadian Wood Council COURSE DESCRIPTION

Design Specification® (NDS®) for Wood Construction

With the variety of fasteners available for wood construction, this presentation will provide a basic understanding of connections that includes design examples based on the 2015 National . Solutions for nailed, screwed, and bolted connections will be presented, along with specific information on calculating shear capacity as well as withdrawal capacity. Multiple approaches to calculating capacity will be discussed, including tabulated references, calculation-based techniques, and computer program solutions (including WoodWorks® Connections software). Material properties for fasteners as well as connected materials including wood-to-wood, wood-to-steel, and wood-to-concrete will be discussed.

Disclaimer: Portions of this presentation were developed by a third party and are not funded by American Wood Council or the Softwood Lumber Board.

DES 345 – Connection Design Examples The American Wood Council is a Registered Provider with The American Institute of Architects Continuing Education Systems (AIA/CES), Provider # 50111237. Credit(s) earned on completion of this course will be reported to AIA CES for AIA members. Certificates of Completion for both AIA members and non-AIA members are available upon request. This course is registered with AIA CES for Participants may download the continuing professional education. As such, it does presentation here: not include content that may be deemed or http://www.awc.org/education/resources construed to be an approval or endorsement by the AIA of any material of construction or any method or manner of handling, using, distributing, or dealing in any material or product.

Questions related to specific materials, methods, and services will be addressed at the conclusion of this presentation.

DES 345 – Connection Design Examples LEARNING OBJECTIVES Upon completion, participants will be better able to identify:

1 Withdrawal and Shear Loading 3 Lateral Yield Modes Be familiar with NDS provisions for fastener Understand the 6 lateral design value yield withdrawal capacity and NDS and TR-12 modes and material properties used to provisions for fastener shear capacity calculate capacity

2 NDS-based Calculations 4 Software-based Solutions Learn various approaches in the NDS for Understand the types of connections WoodWorks® software designs, how to use calculating fastener capacity the software, how to view the design results and the connection drawing output

DES 345 – Connection Design Examples OUTLINE

1 Introduction 3 Shear Examples NDS Provisions on Connection Design Force is applied perpendicular to the length of the fastener

2 Withdrawal Examples 4 Computer Aided Solutions Force is applied parallel to the length of the Examples using WoodWorks® software fastener

DES 345 – Connection Design Examples POLLING QUESTION

What is your profession? a) Engineer b) Architect c) Building Official d) Other

DES 345 – Connection Design Examples 6 NDS CH. 11 – MECHANICAL CONNECTIONS

Design issues Reference design values

Chapter 12 – dowel-type connectors (nails, bolts, lag/wood screws)

Chapter 13 – split rings and shear plates

Chapter 14 – timber rivets Adjustment factors

DES 345 – Connection Design Examples 7 NDS CH. 11 – MECHANICAL CONNECTIONS

DES 345 – Connection Design Examples 8 NDS CH. 12 – DOWEL-TYPE FASTENERS

Withdrawal Equations for Dowel-Type Fasteners

• Lag screws

W = 1800 G3/2 D3/4

• Wood screws

W = 2800 G2 D

• Smooth shank nails (bright or galvanized carbon steel)

W = 1380 G5/2 D

• Post-frame ring shank nails

W = 1800 G2 D

DES 345 – Connection Design Examples 9 NDS CH. 12 – DOWEL-TYPE FASTENERS

Withdrawal Penetration

• Lag screws

Do NOT include length of tapered fastener tip in penetration

• Wood screws, Nails/Spikes

Include length of tapered fastener tip in penetration

DES 345 – Connection Design Examples 10 NDS CH. 12 – DOWEL-TYPE FASTENERS

Withdrawal based on inches of penetration into main member

DES 345 – Connection Design Examples 11 WITHDRAWAL EXAMPLES

Withdrawal examples

• Smooth shank nail

• Lag screw

DES 345 – Connection Design Examples 12 Withdrawal Design Value - Plain Shank Nail

Using 2015 NDS section 12.2, calculate the Allowable Stress Design (ASD) reference withdrawal capacity of an 8d common plain shank nail in the connection below:

Main member: Spruce-Pine-Fir Nominal 4x (Actual dimension 3.5 in.) (G = 0.42)

Side member: 12 gage (0.105 in. thick) ASTM A653 Grade 33 steel side plate

Fastener Dimensions: 8d nail (NDS Table L4) Length = 2.5 in. Diameter = 0.131 in. D 0.131 Fastener diameter (in.)

G 0.42 Specific gravity (NDS Table 12.3.3A)

L 2.5 Nail Length (in.)

Ls  0.105 Side Member thickness (in.)

pt  LL s Nail penetration into main member (in.)

pt  2.395

5 2 W 1380 G D NDS Equation 12.2-3

W 20.7 Reference withdrawal design value. Compare to NDS Table 12.2C, W = 21 lbs/in Resistance p W t Resistance based on main member penetration (lbs)

Resistance 49 AWC Online Connection Calculator gives identical result of 49 lbs

See NDS Table 11.3.1 for application of additional adjustment factors for connections based on end use conditions. Withdrawal Design Value - Lag Screw

Using 2015 NDS provisions (NDS 12.2) calculate the Allowable Stress Design (ASD) withdrawal capacity of a lag screw in the connection below:

Main member: Southern Pine Nominal 6x (Actual thickness = 5.5 in.) (G = 0.55) (NDS Table 12.3.3A)

Side member: Southern Pine Nominal 2x (Actual thickness = 1.5 in.) (G = 0.55) (NDS Table 12.3.3A)

Fastener Dimensions: 1/2 in. diameter lag screw (NDS Table L2) Length = 4 in. Tip Length = 0.3125 in.

D 0.5 Fastener diameter (in.) tip 0.3125 Fastener tapered tip length (in.) G 0.55 Specific gravity (NDS Table 12.3.3A)

L4 Lag screw length (in.)

Ls  1.5 Side Member thickness (in.)

pt  LL s  tip Lag screw penetration into main member (in.)

pt  2.188

3 3 2 4 W 1800 G D NDS Equation 12.2-1

W 436.6 Compare to NDS Reference Withdrawal Design Value Table 12.2A, W = 437 lbs/in. Resistance p W t Resistance based on main member penetration (lbs)

Resistance 955 AWC Online Connection Calculator gives identical result of 955 lbs

See NDS Table 11.3.1 for application of additional adjustment factors for connections based on end use conditions. NDS CH. 12 – DOWEL-TYPE FASTENERS

•4 Yield Modes •6 Yield Equations •Single & Double Shear •Wood-to-Wood •Wood-to-Steel •Wood-to-Concrete

Members must be in contact at shear plane – NO GAPS!

DES 345 – Connection Design Examples 13 YIELD MODES

MODE I • bearing-dominated yield of wood fibers

MODE II • pivoting of fastener with localized crushing of wood fibers

MODE III •fastener yield in bending at one plastic hinge and localized crushing of wood fibers

MODE IV • fastener yield in bending at two plastic hinges and localized crushing of wood DES 345 – Connection Design Examples fibers 14 POLLING QUESTION

The NDS Yield Limit Equations for Modes II and IIIm do not apply to Single Shear connections. a) True b) False

DES 345 – Connection Design Examples 15 DOWEL BEARING STRENGTH

DES 345 – Connection Design Examples 16 FASTENER BENDING YIELD STRENGTH

Load

DES 345 – Connection Design Examples 17 FASTENER BENDING YIELD STRENGTH

Fastener Bending Yield Strength (Fyb) sources: • NDS Appendix I • TR-12 Appendix A • Manufacturer’s data • ICC Evaluation Service Report • ASTM F1667 Appendix

DES 345 – Connection Design Examples 18 NDS CH. 12 – DOWEL-TYPE FASTENERS

New

DES 345 – Connection Design Examples 19 NDS CH. 12 – DOWEL-TYPE FASTENERS

New

Non- uniform for CLT

DES 345 – Connection Design Examples 20 NDS CH. 12 – DOWEL-TYPE FASTENERS

• Adjust lm or ls to compensate for orthogonal grain orientations in adjacent layers

• Parallel to grain: Fe/Feǁ Example: ½” bolt in southern pine 3-ply CLT with 1-½” laminations

lm = t1ǁ +t2 +t3ǁ = 3(1.5) = 4.5”

lm-adj = t1ǁ +t2(Fe/Feǁ)+t3ǁ =1.5 +1.5(3650/6150) +1.5 = 3.9”

DES 345 – Connection Design Examples 21 NDS CH. 12 – DOWEL-TYPE FASTENERS

DES 345 – Connection Design Examples 22 NDS CH. 12 – DOWEL-TYPE FASTENERS

Threaded length < lm/4 lm

Dia. Fastener = D

Threaded length < lm/4 lm

Dia. Fastener = D

DES 345 – Connection Design Examples 23 NDS CH. 12 – DOWEL-TYPE FASTENERS

lm

Dia. Fastener = Dr

NDS Chapter 12 Tables use:

• Dr for lateral yield equations for lag screws and wood screws • D for bolts

DES 345 – Connection Design Examples 24 FASTENER BEARING LENGTH

Tapered tip length, E: • Dimensions for Lag Screws in NDS Appendix L • Wood screws, Nails/Spikes • Tip length, E = 2D • Bearing length = penetration – E/2 • 6D minimum penetration for nails*, spikes, wood screws • 4D minimum penetration for lag screws

*Exception for double shear connections with clinched nails, D ≤ 0.148”

DES 345 – Connection Design Examples 25 TECHNICAL REPORT 12

Provide tools for the analysis of • gaps between members • various fastener bending moment configurations • fasteners through hollow members • fasteners with tapered tips

Provides mechanics-based approach to Lateral Connection Design

Calculate “P” value with TR-12 equations

• divide by Rd (NDS Table 12.3.1B) to get “Z” equal to NDS values

http://www.awc.org/publications/TR/index.php

DES 345 – Connection Design Examples 26 TECHNICAL REPORT 12

TR-12 Appendix A

• Provides design values inputs for various materials

• Dowel bearing strengths (Fe)

• Fastener bending yield strengths (Fyb)

http://www.awc.org/publications/TR/index.php

DES 345 – Connection Design Examples 27 SINGLE SHEAR NAIL EXAMPLE

Compare to NDS Table 12N value:

Z = 121 lbs Single Nail ‐ Single Shear Nail Properties Yield Mode Calculations

Nail Size 10d Mode I m 785

Diameter (in.) 0.148 Mode Is 280

Fyb (psi) 90000 Mode II 262

Length (in.) 3 Mode III m 272

Mode IIIs 121 Main Member Properties Mode IV 128 Main Member Thickness (in.) 2.5 Main Member Species Southern Pine Z (lbs) = 121

Main Member Dowel Bearing Strength (Fem) (psi) 5550

Side Member Properties Side Member Thickness (in.) 0.75 Side Member Species Southern Pine

Side Member Dowel Bearing Strength (Fes) (psi) 5550

Calculated Inputs

Side Member Bearing Length (Ls) (in.) 0.75 Main Member Penetration (p) (in.) 2.25 Tapered Tip Length (E) (in.) 0.296

Main Member Bearing Length (Lm) (in.) 2.102 DES 345 – Connection Design Examples 28 SHEAR EXAMPLES

Additional shear examples

• Smooth shank nail – single shear

• Wood Screw – double shear

• Bolt – single shear

DES 345 – Connection Design Examples 29 Single Common Nail Lateral Design Value - Single Shear Wood-to-wood Connection

Using the 2015 NDS yield limit equations in section 12.3, determine the Allowable Stress Design (ASD) reference lateral capacity of a single shear connection with the following configuration:

Main member Nominal 3x Southern Pine (Actual thickness = 2.5 in.) (G = 0.55) (NDS Table 12.3.3A)

Side member Nominal 1x Southern Pine (Actual thickness = 0.75 in.) (G = 0.55) (NDS Table 12.3.3A)

Fastener Dimensions: 10d Common Nail (NDS Table L4) D = 0.148 in. Length = 3 in.

Define parameters:

Fem  5550 Main member Dowel Bearing Strength (NDS Table 12.3.3) (psi)

Fes  5550 Side member Dowel Bearing Strength (NDS Table 12.3.3) (psi)

Fem R  e R  1 Fes e

Fyb  90000 Fastener dowel bending yield strength (psi) (NDS Table I1)

D 0.148 Nail Diameter (in.)

Tip 2 D Length of tapered fastener tip (in.) (NDS 12.3.5.3b)

Ls  0.75 Side member Dowel Bearing Length (in.) (NDS 12.3.5)

Tip L  3L  Main member Dowel Bearing Length (in.) (NDS 12.3.5.3) m s 2

Lm  2.1

NDS 12.1.6.5 Requires minimum main member penetration equal to 6D, Lm > 0.89 in.

Rd  2.2 Reduction Term (NDS Table 12.3.1B) Calculate k 1 , k 2 , and k 3 (NDS Table 12.3.1A)

Lm Rt  Rt  2.803 Ls

 2  2 2 3   Re  2R e 1R t  Rt   Rt Re   Re1R t  k1  1R e k1  0.935

2 2F yb12R  e D k  1  21  R  2 e 2 3F emLm k2  1.04

2 21 Re  2F yb2R e D k3  1     Re 2   3F emLs k3  1.294

Yield Mode Calculations (NDS Table 12.3.1A)

Mode Im

DL mFem ZIm  Rd

Yield Mode I Solution (lbs) ZIm  785 m

Mode Is

DL sFes ZIs  Rd

Yield Mode I Solution (lbs) ZIs  280 s Mode II

k1DLsFes ZII  Rd

ZII  262 Yield Mode II Solution (lbs)

Mode IIIm

k2DLmFem ZIIIm  12R  e Rd

ZIIIm  272 Yield Mode IIIm Solution (lbs)

Mode IIIs

k3DLsFem ZIIIs  2R e Rd

ZIIIs  121 Yield Mode IIIs Solution (lbs)

Mode IV

2  D  2F emFyb Z    IV    Rd  31 Re

Z  128 IV Yield Mode IV Solution (lbs)

 ZIm     785  Z  Is   280   Z     II   262  Zdist  Zdist  Creating an array with all Yield Mode Solutions  ZIIIm   272     121   ZIIIs       128   ZIV  Z min Zdist

Z 121 Minimum value of all Yield Modes provides Z reference lateral design value (lbs). Mode IIIs controls. Compare to NDS Table 12N value = 121 lbs. See NDS Table 11.3.1 for application of additional adjustment factors for connections based on end use conditions. Single Wood Screw Lateral Design Value - Double Shear Wood-to-wood Connection

Using 2015 NDS yield limit equations in section 12.3, determine the allowable stress design reference lateral design value of a double shear connection with the following configuration:

Main member Actual 3 in. Structural Composite Lumber Member (G = 0.5) (NDS 12.3.3.3)

Side members Nominal 2x Douglas Fir-Larch (DF-L) (Actual thickness = 1.5 in.) (G = 0.5) (NDS 12.3.3A)

Fastener Dimensions: Number 10 Wood Screw (NDS Table L3) D = 0.19 in. Dr= 0.152 in. Length = 6 in.

Define parameters:

Fem  4650 Main member Dowel Bearing Strength (NDS Table 12.3.3) (psi)

Fes  4650 Side member Dowel Bearing Strength (NDS Table 12.3.3) (psi)

Fem Re  Re  1 Fes tm  3.0 Main Member thickness (in.) ts  1.5 Side Member thickness (in.) Fyb  80000 Fastener dowel bending yield strength (psi) (NDS Table I1)

D 0.19 Screw Diameter (in.)

Dr  0.152 Screw Root Diameter (in.) Lscrew  6 Screw Length (in.)

Tip 2 D Length of tapered fastener tip (in.) (NDS 12.3.5.3b) L  t L  3 m m m Main member Dowel Bearing Length (in.) (NDS 12.3.5.3) Tip L  L  L  t  Side member Dowel Bearing Length (in.) (NDS 12.3.5) s screw m s 2

Ls  1.31 NDS 12.1.5.6 requires minimum 6D penetration, Ls>1.14 in.

Rd  10D 0.5 Rd  2.4 Reduction Term (NDS Table 12.3.1B) Calculate k 3 (NDS Table 12.3.1A) (k 1 and k 2 not used)

2 21 Re  2F yb2R e Dr k3  1     Re 2   3F emLs k3  1.113

Yield Mode Calculations (NDS Table 12.3.1A)

Mode Im

DrLmFem ZIm  Rd

ZIm  883 Yield Mode Im Solution (lbs)

Mode Is

2DrLsFes ZIs  Rd

ZIs  772 Yield Mode Is Solution (lbs)

Mode IIIs

2k3DrLsFem ZIIIs  2R e Rd

ZIIIs  286 Yield Mode IIIs Solution (lbs)

Mode IV  2   2Dr  2F emFyb ZIV     Rd  31 Re

Z  214 IV Yield Mode IV Solution (lbs)  Z   Im   883  Z    Is   772  Zdist    Zdist  Creating an array with all Yield Mode Solutions ZIIIs  286         214   ZIV 

Z min Zdist

Z 214 Minimum value of all Yield Modes provides Z reference lateral design value (lbs). Mode IV controls. There are no tabulated values in the NDS to compare. See NDS Table 11.3.1 for application of additional adjustment factors for connections based on end use conditions. Single Bolt Lateral Design Value - Single Shear Wood-to-Wood Connection Using the 2015 NDS Yield Limit Equations (NDS 12.3), determine the Allowable Stress Design (ASD) reference lateral capacity of a single shear connection with the following configuration:

Main member Nominal 4x Hem-Fir (Actual thickness = 3.5")

Side member Nominal 4x Hem-Fir (Actual thickness = 3.5")

Both members loaded parallel to grain G = 0.43 for Hem-Fir (NDS Table 12.3.3A)

Fastener Dimensions: 1/2 in. diameter bolt 8 in. Bolt with 1.5 in. thread length (NDS Table L1)

Define parameters:

Fem  4800 Main member Dowel Bearing Strength (NDS Table 12.3.3) (psi)

Fes  4800 Side member Dowel Bearing Strength (NDS Table 12.3.3) (psi)

Fem R  e R  1 Fes e

Fyb  45000 Fastener dowel bending yield strength (psi) (NDS Table I1)

D 0.5 Bolt Diameter (in.) Per NDS 12.3.7.2, check that threads are less than 1/4 the bearing length in the member holding the threads. In this case, 3.5 in./4 > 0.5 in. Therefore, OK to use D instead of Dr in calculations.

Ls  3.5 Side member Dowel Bearing Length (in.) (NDS 12.3.5)

Lm 3.5 Main member Dowel Bearing Length (in.) (NDS 12.3.5)

Rd1  4.0

R  3.6 d2 Reduction Terms (NDS Table 12.3.1B)

Rd3  3.2 Calculate k 1 , k 2 , and k 3 (NDS Table 12.3.1A)

Lm Rt  Rt  1 Ls

 2  2 2 3   Re  2R e 1R t  Rt   Rt Re   Re1R t  k1  1R e k1  0.414

2 2F yb12R  e D k  1  21  R  2 e 2 3F emLm k2  1.093

2 21 Re  2F yb2R e D k3  1     Re 2   3F emLs k3  1.093

Yield Mode Calculations (NDS Table 12.3.1A)

Mode Im

DL mFem ZIm  Rd1

Yield Mode I Solution (lbs) ZIm  2100 m

Mode Is

DL sFes ZIs  Rd1

Yield Mode I Solution (lbs) ZIs  2100 s Mode II

k1DLsFes ZII  Rd2

ZII  966 Yield Mode II Solution (lbs)

Mode IIIm

k2DLmFem ZIIIm  12R  e Rd3

ZIIIm  957 Yield Mode IIIm Solution (lbs)

Mode IIIs

k3DLsFem ZIIIs  2R e Rd3

ZIIIs  957 Yield Mode IIIs Solution (lbs)

Mode IV

2  D  2F emFyb Z    IV    Rd3  31 Re

Z  663 IV Yield Mode IV Solution (lbs)

 ZIm     ZIs   Z   II  Zdist  Creating an array with all Yield Mode Solutions  ZIIIm     ZIIIs     ZIV 

Minimum value of all Yield Modes provides Z reference lateral Z min Z Z 663 dist design value (lbs). Mode IV controls. Repeat same problem, but solve using Technical Report 12 - General Dowel Equations for Calculating Lateral Connection Values (TR-12) Equations for comparison

qs  FesD Side member dowel bearing resistance, lbs/in.

qm  FemD Main member dowel bearing resistance, lbs/in.

3 FybD Side and Main member dowel resistance (equal due to equivalent dowel M  6 diameter in both members), in.-lbs

gap 0 Gap between member shear planes, in.

The limiting wood stresses used in the yield model are based on the load at which the load-deformation curve from a fastener embedment test intersects a line represented by the initial tangent modolus offset 5%of the fastener diameter. The reduction term, Rd, reduces the values calculated using the yield limit equations to approximate estimates of the nominal proportional limit design valuesin previous NDS editions.

Yield Mode Calculations (TR-12 Table 1-1)

Mode Im

PIm  qmLm

TR-12 Yield Mode Im Solution (lbs) PIm  8400

Mode Is

PIs  qsLs

TR-12 Yield Mode Is Solution (lbs) PIs  8400 Mode II 1 1 AII   4q s 4q m Ls Lm B   gap  II 2 2 2 2 qsLs qmLm C   II 4 4

2 BII  BII  4A IICII PII  2A II

PII  3479 TR-12 Yield Mode II Solution (lbs)

Mode IIIm

1 1 AIIIm   2q s 4q m Lm B  gap  IIIm 2 2 qmLm C  M  IIIm 4

2 BIIIm  BIIIm  4A IIImCIIIm PIIIm  2A IIIm

PIIIm  3062 TR-12 Yield Mode IIIm Solution (lbs)

Mode IIIs

1 1 AIIIs   4q s 2q m Ls B  gap  IIIs 2 2 qsLs C  M  IIIs 4 2 BIIIs  BIIIs  4A IIIsCIIIs PIIIs  2A IIIs

PIIIs  3062 TR-12 Yield Mode IIIs Solution (lbs)

Mode IV 1 1 AIV   2q s 2q m

BIV  gap

CIV  M  M 2 BIV  BIV  4A IVCIV PIV  2A IV

PIV  2121 TR-12 Yield Mode IV Solution (lbs)

P   Im   Rd1     PIs   Rd1     2100  P  II   2100  Converting from TR-12 "P" values to NDS "Z"  R    values and creating an array. Shows TR-12  d2   966  Zdist2  Zdist2  results equal NDS results for each Yield  PIIIm   957  Mode. All values in units of lbs.    957   Rd3    663  P     IIIs   Rd3     PIV     Rd3 

Z  min Z 2 dist2 Z value from TR-12 equations is equivalent to Z value from NDS equations and comparable to NDS Table 12A value Zparallel = 660 Z2  663 lb. See NDS Table 11.3.1 for application of additional adjustment factors for connections based on end use conditions.  2100   2100  Z is NDS equation result, Z is  2100   2100  dist dist2     TR-12 equation result, for Modes Im,  966   966  Z  Z  Is, II, IIIm, IIIs, and IV, respectively. All dist  957  dist2  957  values in units of lbs.  957   957       663   663  POLLING QUESTION

Technical Report 12 can be used to calculate a dowel‐ type connection’s: a) Reference withdrawal design values b) Reference lateral design values c) Combined lateral and withdrawal reference design values d) Maximum fastener sizes

DES 345 – Connection Design Examples 30 2018 NDS CHANGES – WHAT’S COMING?

Revised withdrawal equations for deformed-shank nails

Inclusion of Roof Sheathing Ring Shank (RSRS) nail

Removal of generic threaded nail withdrawal provision

New equation for stainless steel smooth shank nails

Round-head fastener pull-through

December webinar on 2018 NDS changes!

DES 345 – Connection Design Examples 31 WOODWORKS DESIGN OFFICE 11 SOFTWARE SIZER Gravity Design Concept mode Beam mode Column mode

SHEARWALLS Lateral Design (Wind and Seismic)

FastenersCONNECTIONS

DATABASE EDITOR Add proprietary products woodworks-software.com

DES 345 – Connection Design Examples 32 SINGLE SHEAR NAIL EXAMPLE

Choose connection geometry:

Lapped shear Wood-to-wood Splice, two member

DES 345 – Connection Design Examples 33 SINGLE SHEAR NAIL EXAMPLE

Choose fastener type:

Nails

DES 345 – Connection Design Examples 34 SINGLE SHEAR NAIL EXAMPLE

Specify properties of main member:

Database editor

DES 345 – Connection Design Examples 35 SINGLE SHEAR NAIL EXAMPLE

Database editor:

DES 345 – Connection Design Examples 36 SINGLE SHEAR NAIL EXAMPLE

Specify properties of side member:

Database editor

DES 345 – Connection Design Examples Manual input section sizes 37 SINGLE SHEAR NAIL EXAMPLE

Wet service

factor (CM)

Specify additional Temperature parameters: factor (Ct)

Fire retardant

treatment (Cft) (Unique to WoodWorks – not in NDS) Frequently used load

duration factor (CD)

DES 345 – Connection Design Examples 38 SINGLE SHEAR NAIL EXAMPLE

Specify fastener properties:

DES 345 – Connection Design Examples 39 SINGLE SHEAR NAIL EXAMPLE

Preliminary connection layout:

DES 345 – Connection Design Examples 40 SINGLE SHEAR NAIL EXAMPLE

Results:

DES 345 – Connection Design Examples 41 SINGLE SHEAR NAIL EXAMPLE

Results:

DES 345 – Connection Design Examples 42 SINGLE SHEAR BOLT EXAMPLE

Choose connection geometry:

Lapped shear Wood-to-wood Splice, two member

DES 345 – Connection Design Examples 43 SINGLE SHEAR BOLT EXAMPLE

Choose fastener type:

Bolts

DES 345 – Connection Design Examples 44 SINGLE SHEAR BOLT EXAMPLE

Specify properties of main and side members:

DES 345 – Connection Design Examples 45 SINGLE SHEAR BOLT EXAMPLE

Wet service

factor (CM)

Specify additional Temperature parameters: factor (Ct)

Fire retardant

treatment (Cft) (Unique to WoodWorks – not in NDS) Frequently used load

duration factor (CD)

DES 345 – Connection Design Examples 46 SINGLE SHEAR BOLT EXAMPLE

Specify fastener properties:

DES 345 – Connection Design Examples 47 SINGLE SHEAR BOLT EXAMPLE

Preliminary connection layout:

DES 345 – Connection Design Examples 48 SINGLE SHEAR BOLT EXAMPLE

Results:

DES 345 – Connection Design Examples 49 SINGLE SHEAR BOLT EXAMPLE

Results:

DES 345 – Connection Design Examples 50 SINGLE SHEAR BOLT EXAMPLE

Results:

DES 345 – Connection Design Examples 51 LAG SCREW WITHDRAWAL EXAMPLE

Choose connection geometry:

Post and Beam Beam-to-beam One-sided

DES 345 – Connection Design Examples 52 LAG SCREW WITHDRAWAL EXAMPLE

Choose fastener type:

Lag screws

DES 345 – Connection Design Examples 53 LAG SCREW WITHDRAWAL EXAMPLE

Specify properties of main and side members:

DES 345 – Connection Design Examples 54 LAG SCREW WITHDRAWAL EXAMPLE

Wet service factor (CM)

Specify additional Temperature parameters: factor (Ct)

Fire retardant treatment (Cft) (Unique to WoodWorks – not in NDS) Frequently used load duration factor (CD)

DES 345 – Connection Design Examples 55 LAG SCREW WITHDRAWAL EXAMPLE

Specify fastener properties:

DES 345 – Connection Design Examples 56 LAG SCREW WITHDRAWAL EXAMPLE

Export to CAD file (.DXF format) Preliminary connection layout:

DES 345 – Connection Design Examples 57 LAG SCREW WITHDRAWAL EXAMPLE

Results:

DES 345 – Connection Design Examples 58 LAG SCREW WITHDRAWAL EXAMPLE

Results:

DES 345 – Connection Design Examples 59 LAG SCREW WITHDRAWAL EXAMPLE

Results:

DES 345 – Connection Design Examples 60 LAG SCREW WITHDRAWAL EXAMPLE

Results:

DES 345 – Connection Design Examples 61 ADDITIONAL CONNECTION TYPES

Wood-to-wood: Export as DXF Wood-to-steel:

Wood-to-concrete:

DES 345 – Connection Design Examples 62 WOODWORKS DESIGN OFFICE 11 SOFTWARE SIZER

Gravity Design Concept mode Beam mode Column mode

DATABASE EDITOR 10% discount for AWC members Add proprietary products

SHEARWALLS For more information contact: Lateral Design (Wind and Seismic) [email protected] or FastenersCONNECTIONS [email protected]

DES 345 – Connection Design Examples 63 POLLING QUESTION

The WoodWorks Design Office software has versions for both US and Canadian standards. a) True b) False

DES 345 – Connection Design Examples 64 [email protected] | www.awc.org

This concludes the American Institute of Architects Continuing Education Systems Course

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DES 345 – Connection Design Examples