Classic Connection Conundrums

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Classic Connection Conundrums Commonly Overlooked Wood Engineering Design Issues Michelle Kam-Biron, P.E., S.E. S.E.C.B

Specification (NDS) for Wood Construction and Special Design Provisions for Wind and Seismic (SDPWS) are referenced in US

Based on years of questions and feedback from design professionals, AWC has identified some common overlooked design

This presentation will cover local stresses in fastener groups (NDS Appendix E), member shear design for bolt and lag screw

1 Classic Connection Conundrums Commonly Overlooked Wood Engineering Design Issues Michelle Kam-Biron, P.E., S.E. S.E.C.B Senior Director, Education American Wood Council COURSE DESCRIPTION The American Wood Council s (AWC s) National Design Specification (NDS) for Wood Construction and Special Design Provisions for Wind and Seismic (SDPWS) are referenced in US building codes and used to design wood structures worldwide. Based on years of questions and feedback from design professionals, AWC has identified some common overlooked design requirements by users of these documents when designing connections. This presentation will cover local stresses in fastener groups (NDS Appendix E), member shear design for bolt and lag screw connections, design values for power-driven staples and nails (ISANTA ESR 1539), and connection detailing requirements for high capacity shear walls and diaphragms. Design resources and connection examples will also be reviewed. Classic Connection Conundrums 2 1

2 LEARNING OBJECTIVES Upon completion, participants will be better able to identify: 1 Structural Elements 3 Identify and design member shear for bolt and lag screw connections. Fire Resistance Identify and design for local stresses in fastener groups. 2 Special Provisions 4 Obtain resources for power-driven staple and nail design values. Non-Structural Use Identify and detail high capacity shear walls and diaphragms walls and diaphragms. Classic Connection Conundrums 3 The Wood Products Council is a Registered Provider with The American Institute of Architects Continuing Education Systems (AIA/CES), Provider #G516. 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 continuing professional education. As such, it does not include content that may be deemed or 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. Classic Connection Conundrums 4 2

ductility Displacement Cornucopia of Classic Connection Conundrums

3 CONNECTION BEHAVIOR Balance Strength Ductility Load high strength, poor ductility good strength, good ductility low strength, good ductility Displacement Cornucopia of Classic Connection Conundrums 5 CONNECTION BEHAVIOR Cornucopia of Classic Connection Conundrums 6 3

4 CONNECTION BEHAVIOR Cornucopia of Classic Connection Conundrums 7 CONNECTION BEHAVIOR Cornucopia of Classic Connection Conundrums 8 4

CONNECTION BEHAVIOR Balance Strength Size and number of fasteners Ductility- Fastener slenderness Spacing End distance Load high strength, poor ductility good strength, good ductility low strength,

5 CONNECTION BEHAVIOR Balance Strength Size and number of fasteners Ductility- Fastener slenderness Spacing End distance Load high strength, poor ductility good strength, good ductility low strength, good ductility Displacement Cornucopia of Classic Connection Conundrums 9 CONNECTING WOOD - PHILOSOPHY Fastener selection is key to connection ductility, strength, performance Cornucopia of Classic Connection Conundrums 10 5

.1.2 Stresses in Members at Connections Local stresses in connections using multiple fasteners shall be checked in accordance

6 LOCAL STRESSES IN FASTENER GROUPS 2015 NDS Stresses in Members at Connections Local stresses in connections using multiple fasteners shall be checked in accordance with principles of engineering mechanics. One method for determining these stresses is provided in Appendix E. Cornucopia of Classic Connection Conundrums 11 LOCAL STRESSES IN FASTENER GROUPS Closely spaced fasteners brittle failure Wood failure mechanisms need to be considered in design Cornucopia of Classic Connection Conundrums 12 6

Cornucopia of Classic Connection Conundrums 13 LOCAL STRESSES IN FASTENER GROUPS Appendix E

7 LOCAL STRESSES IN FASTENER GROUPS Properly spaced fasteners increased ductility higher capacity Spread out the fasteners! Cornucopia of Classic Connection Conundrums 13 LOCAL STRESSES IN FASTENER GROUPS Appendix E NDS Expressions Net tension: Z ' NT F ' t A net Row tear-out: Z Z ' RT i ' RT ' n F ts n i row i 1 v Z ' RT min i Cornucopia of Classic Connection Conundrums 14 7

8 LOCAL STRESSES IN FASTENER GROUPS Appendix E NDS Expressions Group tear-out Z ' GT Z ' RT top 2 Z ' RT bottom 2 ' t F A group net Note: spacing between outer rows of fasteners paralleling the member on a single splice plate < 5 Cornucopia of Classic Connection Conundrums 15 EXAMPLE: BOLTED SPLICE LOCAL STRESSES Assume 1 diameter x 5 long bolts 2x12 No. 2 Southern Pine main and side members Net Section Tension Check Z NT = F t A net F t = 450(1.25) = psi A net = 13.7 in 2 Z NT = 7,706 lbs Note: hole size for net area includes 1/16 oversizing per NDS Cornucopia of Classic Connection Conundrums 16 8

9 EXAMPLE: BOLTED SPLICE LOCAL STRESSES Row Tear-Out Check Z RTi = n i F v t s critical n i = 3 F v = 175(1.25) = 219 psi t = 1.5 s critical = 4 Z RTi = 3,938 lbs for one row Z RT = 7,875 lbs for two rows Note: s critical is the minimum of the end distance and the in-row bolt spacing = 4 Cornucopia of Classic Connection Conundrums 17 EXAMPLE: BOLTED SPLICE LOCAL STRESSES Group Tear-Out Check Z GT = Z RT1 /2 + Z RT2 /2 + F t A group-net Z RT1 = Z RT2 = 3,938 lbs F t = 450(1.25) = psi A group-net = 4.41 in 2 Z GT = 6,418 lbs Note: hole size for net area includes 1/16 oversizing per NDS Cornucopia of Classic Connection Conundrums 18 9

10 EXAMPLE: BOLTED SPLICE LOCAL STRESSES Final Bolt Capacity Z = 9,562 lbs Z NT = 7,706 lbs Z RT = 7,875 lbs P 3-5/8" 4" 3-5/8" P Z GT = 6,418 lbs 7" 4" 4" 4" 4" 4" 4" 7" 38" P P Cornucopia of Classic Connection Conundrums 19 EXAMPLE: BOLTED SPLICE LOCAL STRESSES Trade offs for Bolt Design Values vs. Net Section Capacities (lbs) Bolt Diameter (in.) Adjusted Multiple Bolt Capacity nz' Net Section Tension Z NT ' Row Tearout Z RT ' Group Tear out Z GT ' s row =4" s row =5" / / s row = spacing between bolt rows Cornucopia of Classic Connection Conundrums 20 10

11 DOWEL DIAMETERS Threaded length < l m /4 l m Dia. Fastener = D Threaded length < l m /4 l m Dia. Fastener = D Cornucopia of Classic Connection Conundrums 21 DOWEL DIAMETERS l m Dia. Fastener = D r NDS Chapter 12 Tables use D r for lateral yield equations for lag screws and wood screws, D for bolts Cornucopia of Classic Connection Conundrums 22 11

TECHNICAL REPORT 12 Background and derivation of

lateral connection capacity used in the NDS

applicability to the NDS provisions Connections

members with hollow cross sections http://www.awc.

Classic Connection Conundrums 23 ALTERNATIVE

12 TECHNICAL REPORT 12 Background and derivation of the mechanics-based approach for calculating lateral connection capacity used in the NDS Provides additional flexibility and broader applicability to the NDS provisions Connections with gaps between members Connecting wood to members with hollow cross sections Cornucopia of Classic Connection Conundrums 23 ALTERNATIVE MATERIALS, DESIGN & METHODS Cornucopia of Classic Connection Conundrums 24 12

FASTENERS NOT IN NDS/SDPWS Yield Mode Equations can be applied to any

Power-driven staples & nails Cornucopia of Classic Connection Conundrums

13 FASTENERS NOT IN NDS/SDPWS Yield Mode Equations can be applied to any dowel-shaped fastener Fastener dimensions and yield strength come from manufacturer ICC-ES ( Evaluation Service Reports Searchable database ESR 1539 (ISANTA) Power-driven staples & nails Cornucopia of Classic Connection Conundrums 25 ISANTA WEBSITE TECHNICAL BULLETINS Cornucopia of Classic Connection Conundrums 26 13

14 FASTENERS NOT IN NDS/SDPWS Cornucopia of Classic Connection Conundrums 27 FASTENERS NOT IN NDS/SDPWS Cornucopia of Classic Connection Conundrums 28 14

PROPRIETARY FASTENERS ICC Evaluation Service Reports Search

manufacturers Cornucopia of Classic Connection Conundrums 29

are fastened with split ring connectors, shear plate

15 PROPRIETARY FASTENERS ICC Evaluation Service Reports Search by manufacturer or product Wood screw search shows 5 manufacturers Cornucopia of Classic Connection Conundrums 29 SHEAR DESIGN AT CONNECTIONS Connections in bending members are fastened with split ring connectors, shear plate connectors, bolts, or lag screws Cornucopia of Classic Connection Conundrums 30 15

SHEAR DESIGN AT CONNECTIONS Split ring or shear plate Split ring or shear plate NDS 3.

16 SHEAR DESIGN AT CONNECTIONS Split ring or shear plate Split ring or shear plate NDS allows for adjusted shear values to be used when connection is close to end of member (less than 5 times member depth) Where the connection is less than 5d, of from its end, the adjusted design shear, Vr calculated using NDS Eq Bolt or lag screw Where the connection is at least 5d, of from its end, the adjusted design shear, Vr calculated using NDS Eq Cornucopia of Classic Connection Conundrums 31 SHEAR DESIGN AT CONNECTIONS Cornucopia of Classic Connection Conundrums 32 16

BASIC CONCEPTS Model wood cells as a bundle

axis of the straws Parallel Perpendicular

Connection Conundrums 33 CONNECTING WOOD -

to grain makes connecting wood very easy

17 BASIC CONCEPTS Model wood cells as a bundle of straws Bundle is very strong parallel to axis of the straws Parallel Perpendicular Stronger Less strong Cornucopia of Classic Connection Conundrums 33 CONNECTING WOOD - PHILOSOPHY Wood likes compression parallel to grain makes connecting wood very easy Cornucopia of Classic Connection Conundrums 34 17

CONNECTING WOOD - PHILOSOPHY Wood likes compression

Cornucopia of Classic Connection Conundrums 35

them small use lots of them Issue is scale of fastener

18 CONNECTING WOOD - PHILOSOPHY Wood likes compression parallel to grain makes connecting wood very easy Cornucopia of Classic Connection Conundrums 35 CONNECTING WOOD - PHILOSOPHY Mechanical fasteners keep them small use lots of them Issue is scale of fastener relative to wood member size Cornucopia of Classic Connection Conundrums 36 18

Conundrums 37 CONCENTRATED AT A SINGLE FASTENER WOOD IS MORE

19 CONNECTING WOOD - PHILOSOPHY Wood likes to take on load spread over its surface Cornucopia of Classic Connection Conundrums 37 CONCENTRATED AT A SINGLE FASTENER WOOD IS MORE PRONE TO SPLIT AND CRUSH Cornucopia of Classic Connection Conundrums 38 19

Cornucopia of Classic Connection Conundrums 39 PRE-ENGINEERED CONNECTORS

20 CONNECTING WOOD - PHILOSOPHY Wood and tension perpendicular to grain Not recommended Initiators: notches large diameter fasteners hanging loads Cornucopia of Classic Connection Conundrums 39 PRE-ENGINEERED CONNECTORS Column Cap & Base hardware Cornucopia of Classic Connection Conundrums 40 20

21 PRE-ENGINEERED CONNECTORS Hanger hardware Cornucopia of Classic Connection Conundrums 41 PRE-ENGINEERED CONNECTORS Truss hardware Cornucopia of Classic Connection Conundrums 42 21

22 NOTCHING Problem Solution Cornucopia of Classic Connection Conundrums 43 BEAM TO CONCRETE Notched Beam Bearing may cause splitting not recommended Split Cornucopia of Classic Connection Conundrums 44 22

23 BEAM TO CONCRETE Bearing Wall alternate to beam notch Cornucopia of Classic Connection Conundrums 45 HANGER TO BEAM Split Load suspended from lower half of beam Tension perpendicular to grain May cause splits C NA T NA Cornucopia of Classic Connection Conundrums 46 23

24 HANGER TO BEAM Lower half of beam may cause splits not recommended Split Exception: light load <100 lbs >24 o.c. Cornucopia of Classic Connection Conundrums 47 HANGER TO BEAM Full wrap sling option Load supported in upper half of beam Extended plates puts wood in compression when loaded C NA NA compression T Cornucopia of Classic Connection Conundrums 48 24

25 CONNECTION SERVICEABILITY Bristlecone Pine Giant Sequoia Western Juniper Cornucopia of Classic Connection Conundrums 49 CONNECTING WOOD - PHILOSOPHY Wood, like other hygroscopic materials, moves in varying environments Cornucopia of Classic Connection Conundrums 50 25

26 MOISTURE CHANGES IN WOOD Causes dimensional changes perpendicular to grain Growing tree is filled with water Tangentially Radially As wood dries, it shrinks perp. to grain Cornucopia of Classic Connection Conundrums 51 WOOD SHRINKS Woodmagazine.com Cornucopia of Classic Connection Conundrums 52 26

27 CONNECTION SERVICEABILITY Moisture Effects 1% change in dimension for every 4% change MC Cornucopia of Classic Connection Conundrums 53 WET SERVICE FACTOR, CM Saturated 19% MC Dry fabrication MC in-service MC Dowel-type connectors bolts drift pins drift bolts lag screws wood screws nails C M * Lateral load (*C M =0.7 for D<1/4 ) Withdrawal load - lag & wood screws only Withdrawal load - nails & spikes Cornucopia of Classic Connection Conundrums 54 27

WET SERVICE FACTOR, CM Saturated C M = 1.0 if: 19% MC 1 fastener Dry 2+ fasteners C M 0.4 Lateral load (D>1/4 ) split splice plates fabrication MC in-service MC Table 10.3.

28 WET SERVICE FACTOR, CM Saturated C M = 1.0 if: 19% MC 1 fastener Dry 2+ fasteners C M 0.4 Lateral load (D>1/4 ) split splice plates fabrication MC in-service MC Table footnote 2 Cornucopia of Classic Connection Conundrums 55 CONNECTION SERVICEABILITY Issue: direct water ingress Water is absorbed most quickly through wood end grain No end caps or flashing Cornucopia of Classic Connection Conundrums 56 28

Conundrums 57 CONNECTION SERVICEABILITY Issue: direct water ingress Or, let water

29 CONNECTION SERVICEABILITY Issue: direct water ingress Re-direct the water flow around the connection end caps and flashing Cornucopia of Classic Connection Conundrums 57 CONNECTION SERVICEABILITY Issue: direct water ingress Or, let water out if it gets in... Moisture trap - No weep holes Cornucopia of Classic Connection Conundrums 58 29

30 BEAM TO COLUMN Full-depth side plates may cause splitting wood shrinkage Cornucopia of Classic Connection Conundrums 59 BEAM TO COLUMN Smaller side plates transmit force allow wood movement Cornucopia of Classic Connection Conundrums 60 30

31 BEAM TO COLUMN Problem shrinkage tension perp Cornucopia of Classic Connection Conundrums 61 BEAM TO WALL Solution bolts near bottom minimizes effect of shrinkage Slotted hardware Cornucopia of Classic Connection Conundrums 62 31

CONNECTION SERVICEABILITY Avoid contact with cementitious materials Beam on Shelf prevent contact with concrete provide lateral resistance and uplift Cornucopia of Classic Connection Conundrums 63

32 CONNECTION SERVICEABILITY Avoid contact with cementitious materials Beam on Shelf prevent contact with concrete provide lateral resistance and uplift Cornucopia of Classic Connection Conundrums 63 BEAM TO CONCRETE Beam on Wall prevent contact with concrete provide lateral resistance and uplift slotted to allow longitudinal movement typical for sloped beam Cornucopia of Classic Connection Conundrums 64 32

BEAM TO MASONRY Application Need 1/2 air

33 BEAM TO MASONRY Application Need 1/2 air gap between wood and masonry Cornucopia of Classic Connection Conundrums 65 COLUMN TO BASE Problem no weep holes in closed shoe moisture entrapped decay can result Cornucopia of Classic Connection Conundrums 66 33

34 COLUMN TO BASE Angle brackets anchor bolts in brackets Cornucopia of Classic Connection Conundrums 67 HIDDEN COLUMN BASE Floor slab poured over connection will cause decay not recommended Cornucopia of Classic Connection Conundrums 68 34

35 COLUMN TO BASE Floor slab poured below connection Cornucopia of Classic Connection Conundrums 69 CH 4 CONCRETE OR MASONRY WALL ANCHORAGE Anchorage of Concrete or Masonry Walls to Diaphragm SDC C, D, E, or F New Cornucopia of Classic Connection Conundrums 70 35

36 IRREGULARITY Reentrant Corner Collector Collector Cornucopia of Classic Connection Conundrums 71 IRREGULARITY Collector forces likely comply with exception per ASCE Sec Cornucopia of Classic Connection Conundrums 72 36

37 CHAPTER 4 - LATERAL FORCE-RESISTING SYSTEMS Wood Diaphragms Anchor bolting of ledger: Design for 25% more shear Cornucopia of Classic Connection Conundrums 73 CH 4 CONCRETE OR MASONRY WALL ANCHORAGE Source: APA Cornucopia of Classic Connection Conundrums 74 37

Cornucopia of Classic Connection Conundrums 75 CH 4 CONCRETE OR MASONRY

38 CH 4 CONCRETE OR MASONRY WALL ANCHORAGE Pre-fabricated roof sections lifted into place Safety, cost, speed Two common types All wood Hybrid Cornucopia of Classic Connection Conundrums 75 CH 4 CONCRETE OR MASONRY WALL ANCHORAGE Source: WoodWorks Cornucopia of Classic Connection Conundrums 76 38

39 CH 4 CONCRETE OR MASONRY WALL ANCHORAGE Wood Diaphragms a) b) Cornucopia of Classic Connection Conundrums 77 CH 4 CONCRETE OR MASONRY WALL ANCHORAGE Wood Diaphragms Collector beam Boundary nail (B.N.) diaphragm NOT subject to 25% increase Cornucopia of Classic Connection Conundrums 78 39

40 EXCEPTION TO OVERSTRENGTH Cornucopia of Classic Connection Conundrums 79 EXCEPTION TO OVERSTRENGTH Cornucopia of Classic Connection Conundrums 80 40

41 IRREGULARITY Cornucopia of Classic Connection Conundrums 81 SHEAR WALL TEST 8 ft x 8 ft wood structural panel shear wall cyclic test Cornucopia of Classic Connection Conundrums 82 41

location Cornucopia of Classic Connection Conundrums 83 SHEAR WALL 3X REQUIREMENTS

42 SHEAR WALL TEST Typical failure of sheathing nailing a) Nail yielding at adjoining panel edge b) Nail yielding and head pull through at panel to bottom plate location Cornucopia of Classic Connection Conundrums 83 SHEAR WALL 3X REQUIREMENTS At adjoining panel edges Sill plate Cornucopia of Classic Connection Conundrums

CONNECTING WOOD- PHILOSOPHY Splitting happens because wood is relatively weak perpendicular to grain Nails too close (act like a wedge) Cornucopia of Classic Connection Conundrums 85 STAGGERED

43 CONNECTING WOOD- PHILOSOPHY Splitting happens because wood is relatively weak perpendicular to grain Nails too close (act like a wedge) Cornucopia of Classic Connection Conundrums 85 STAGGERED NAILING Framing Wood Structural Panel Nail 1/8" Gap Between Panels Nailing Nailing not not staggered staggered Nailing Nailing staggered staggered Cornucopia of Classic Connection Conundrums 86 43

CONNECTING WOOD- PHILOSOPHY Splitting occurs parallel to grain Staggering Splitting will not occur perpendicular to grain, no matter how close nails are Staggering a line of nails parallel to wood

44 CONNECTING WOOD- PHILOSOPHY Splitting occurs parallel to grain Staggering Splitting will not occur perpendicular to grain, no matter how close nails are Staggering a line of nails parallel to wood grain minimizes splitting Cornucopia of Classic Connection Conundrums 87 CH. 4 - SHEAR WALLS SHEATHED ON 2 SIDES Provisions for shear walls sheathed on two sides Table 4.3A Footnote 6 6. Where panels are applied on both faces of a shear wall and nail spacing is less than 6" on center on either side, panel joints shall be offset to fall on different framing members. Alternatively, the width of the nailed face of framing members shall be 3" nominal or greater at adjoining panel edges and nails at all panel edges shall be staggered. Cornucopia of Classic Connection Conundrums 88 44

45 CH. 4 - SHEAR WALLS SHEATHED ON 2 SIDES Adjoining Panel Edge Details Cornucopia of Classic Connection Conundrums 89 CHAPTER 4 CONSTRUCTION REQUIREMENTS NEW Common Framing Members 2-2x permitted to replace 3x Fastened together per NDS Spacing <4 o.c. shall be staggered Applies broadly to all framing Shear Wall Systems 2-2x permitted to replace 3x Wood Structural Panels ( (5)) Particleboard ( (5)) Cornucopia of Classic Connection Conundrums 90 45

46 (2) 2X AT ADJOINING PANEL EDGES Cornucopia of Classic Connection Conundrums (2) 2X AT ADJOINING PANEL EDGES Cornucopia of Classic Connection Conundrums 92 46

47 3X AT ADJOINING PANEL EDGE Section (4). 3x framing also required at adjoining panel edges where: Nail spacing of 2 in. o.c. 10d common nails having penetration of more than 1-1/2 in. at 3 in. o.c. or less Nominal unit shear capacity on either side exceeds 700 plf in SDC D, E, or F Exception: (2) 2x framing permitted in lieu of (1) 3x where fastened in accordance with the NDS to transfer the induced shear between members. Cornucopia of Classic Connection Conundrums 93 (2) 2X AT ADJOINING PANEL EDGE Fastener spacing 2x stud to 2x stud connection 3 Approximate stud to stud connection spacing for wood structural panel (WSP) walls sheathed on one side. * Spacing based on 8 wall and assuming only 87.5 of stud height available for stud-to-stud fastening. Cornucopia of Classic Connection Conundrums 94 47

48 FOUNDATION BOTTOM PLATE Plate washer: Must extend to within ½ in. of sheathed edge of bottom plate Exceptions: Lower capacity sheathing materials (nominal unit shear is 400 plf or less) Hold-downs are sized for full overturning neglecting dead load Cornucopia of Classic Connection Conundrums 95 FOUNDATION BOTTOM PLATE TESTING Failure Mode? Mode A Small scale test specimen to induce cross grain bending Cornucopia of Classic Connection Conundrums 96 48

49 FOUNDATION BOTTOM PLATE TESTING Mode I and Mode II observed in small specimen testing Cornucopia of Classic Connection Conundrums 97 FOUNDATION BOTTOM PLATE TESTING Failure Mode? Mode A Mode B Small scale test specimen to induce cross grain bending Cornucopia of Classic Connection Conundrums 98 49

50 FOUNDATION BOTTOM PLATE TESTING View of bottom plate after test. Cornucopia of Classic Connection Conundrums 99 FOUNDATION BOTTOM PLATE TESTING Shear wall assembly in test fixture View of bottom plate after test. Cornucopia of Classic Connection Conundrums

CHAPTER 4 - SHEAR WALL ANCHORAGE 3 X3 DEFAULT Shear wall anchorage provisions at foundation Section 4.3.6.4.3 3" x 3" x 0.

Cornucopia of Classic Connection Conundrums 101 CHAPTER 4 - SHEAR WALL ANCHORAGE 3 X3 DEFAULT Shear wall

51 CHAPTER 4 - SHEAR WALL ANCHORAGE 3 X3 DEFAULT Shear wall anchorage provisions at foundation Section " x 3" x 0.229" steel slotted hole permitted placed within ½" of sheathing material automatically satisfied for 2x4 plate Cornucopia of Classic Connection Conundrums 101 CHAPTER 4 - SHEAR WALL ANCHORAGE 3 X3 DEFAULT Shear wall anchorage provisions at foundation Section Exception: Standard cut washers permitted Anchor bolts designed to resist shear only Hold downs designed for uplift neglecting DL Aspect ratio < 2:1 Limited nominal shear wall capacities < 980 plf seismic < 1370 plf wind Cornucopia of Classic Connection Conundrums

52 2018 NDS References ASCE 7-16 Wind Loads Increase Change in Out-of-plane wi nd loads on roof Cornucopia of Classic Connection Conundrums 103 RAILING DETAIL Cornucopia of Classic Connection Conundrums

53 RAILING DETAIL Cornucopia of Classic Connection Conundrums 105 COLUMN TO BASE Column on pedestal Cornucopia of Classic Connection Conundrums

54 COLUMN TO BASE Cornucopia of Classic Connection Conundrums 107 COLUMN TO BASE Column on pedestal Cornucopia of Classic Connection Conundrums

MORE INFO??? NDS http://awc.org/codesstandards/publications/nds-2015 Cornucopia of Classic Connection Conundrums 109 MORE INFO?

55 MORE INFO??? NDS Cornucopia of Classic Connection Conundrums 109 MORE INFO??? -search?q=connection+details&tid=1 Form EWS T300J Cornucopia of Classic Connection Conundrums

org/codes-standards/pu blications/dca6 Cornucopia of Classic Connection Conundrums 112

56 MORE INFO. - LEDGER CONNECTION DCA 6 Prescriptive Residential Deck Construction Guide http: //awc.org/codes-standards/pu blications/dca6 Cornucopia of Classic Connection Conundrums 112 info@awc.org This concludes the American Institute of Architects Continuing Education Systems Course This presentation is protected by US and International Copyright laws. Reproduction, distribution, display and use of the presentation without written permission of American Wood Council (AWC) is prohibited. American Wood Council

Connection Solutions for Wood-frame Structures. Copyright Materials. Learning Objectives

Connection Solutions for Wood-frame Structures Presented by: John Buddy Showalter, P.E. Vice President, Technology Transfer The Wood Products Council is a Registered Provider with. Credit(s) earned on