2018 WFCM Changes. Wood Frame Construction Manual for One- and Two-Family Dwellings (STD350)
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1 2018 WFCM Changes Wood Frame Construction Manual for One- and Two-Family Dwellings (STD350) John Buddy Showalter, P.E. Vice President, Technology Transfer American Wood Council Lori Koch, P.E. Manager, Educational Outreach American Wood Council
2 The American Wood Council is a Registered Provider with The American Institute of Architects Continuing Education Systems (AIA/CES), Provider # 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. Participants may download the presentation here: 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 W F C M C h a n g e s S T D
3 COURSE DESCRIPTION The Wood Frame Construction Manual (WFCM) for One- and Two-Family Dwellings (ANSI/AWC WFCM- 2018) has been updated and is referenced in the 2018 International Building Code (IBC) and 2018 International Residential Code (IRC). The 2018 WFCM uses gravity and lateral loads based on ASCE/SEI 7-16 Minimum Design Loads and Associated Criteria for Buildings and Other Structures. This presentation will provide an overview of the significant changes in the 2018 WFCM relative to the previous 2015 edition. The WFCM provides code officials and designers with timesaving tools based on engineered and prescriptive solutions (based on structural engineering principles) for wood structures to resist anticipated lateral and gravity loads W F C M C h a n g e s S T D
4 LEARNING OBJECTIVES Upon completion, participants will: 1 Relevant references 3 Be familiar with provisions of the 2018 WFCM and relevant references in the 2018 IRC and 2018 IBC Updates in the Standard Be familiar with changes to the 2018 WFCM and their impact 2 ASCE/SEI Identify wind load increases in ASCE/SEI 7-16 that affect wood design and construction New Deformed-Shank Fasteners Understand the addition of deformedshank fasteners and other criteria to address new wind load provisions W F C M C h a n g e s S T D
5 POLLING QUESTION 1. What is your profession? a) Architect b) Engineer c) Code Official d) Builder/Product Manufacturer e) Other W F C M C h a n g e s S T D
6 ANSI ACCREDITED AWC is an ANSI-accredited standards developer Consensus Body Wood Design Standards Committee W F C M C h a n g e s S T D
7 GOVERNING CODES FOR WOOD DESIGN 2018 WFCM referenced in 2018 IBC and 2018 IRC W F C M C h a n g e s S T D
8 2018 WFCM AND 2018 IRC R Alternative Provisions WFCM permitted R Wind Design For buildings where wind design is required use one or more of the following WFCM ICC 600 ASCE 7 IBC W F C M C h a n g e s S T D
9 2018 IRC REQUIRED WIND DESIGN REGIONS 2018 IRC Figure R301.2(5)B W F C M C h a n g e s S T D
10 2018 WFCM AND 2018 IBC Chapter 16 Determination of Wind Loads Section of IBC ( ) Wind loads in accordance with ASCE 7 Exception: residential structures per WFCM Not used for structures on hills, ridges, or escarpments Chapter 23 Wood design & 2309 conventional construction W F C M C h a n g e s S T D
11 2018 WFCM AND 2018 IBC W F C M C h a n g e s S T D
12 2018 WFCM AND 2018 IBC W F C M C h a n g e s S T D
13 2018 WFCM AND 2018 IBC Applications other than One- and Two-Family Dwellings Single-story Slab-on-grade L and W < 80 Examples Restaurants Office Buildings Design Lateral (including uplift due to wind and out of plane wind loads) Gravity (roof loading) W F C M C h a n g e s S T D
14 POLLING QUESTION 2. The WFCM cannot be used for wind speeds above 160 MPH (3-second gust). a) True b) False W F C M C h a n g e s S T D
15 2018 WFCM PRIMARY CHANGES References 2018 NDS Revised tables for roof sheathing fastening Addition of Roof Sheathing Ring Shank nails in accordance with ASTM F 1667 as a roof sheathing nailing option Incorporated fastener head pull-through design values Updated wind loads to ASCE/SEI 7-16 Expanded tables coordinate with higher wind pressures and lower wind speed categories Limited rake overhang lookout blocks to 9 Revised shear wall assembly unit shear capacities, aspect ratios, and adjustments per 2015 SDPWS W F C M C h a n g e s S T D
16 2018 WFCM FORMAT Chapter 1: General Chapter 2: Engineered Design Chapter 3: Prescriptive Design General outline Chapters 2-3 Connections Floor systems Wall systems Roof systems Supplement W F C M C h a n g e s S T D
17 CHAPTER 1 GENERAL W F C M C h a n g e s S T D
18 CHAPTER 1 GENERAL W F C M C h a n g e s S T D
19 MINIMUM DESIGN LOADS ASCE/SEI 7-16 Reference Loads Minimum Load Standard W F C M C h a n g e s S T D
20 ASCE/SEI 7-16 WIND LOAD CHANGES Figure B Basic Wind Speeds for Risk Category II Buildings and Other Structures W F C M C h a n g e s S T D
21 ASCE/SEI 7-16 WIND LOAD CHANGES C&C Loads Increase in hurricane regions Larger area edge roof zones Interior roof zone pressures increase most W F C M C h a n g e s S T D
22 ASCE/SEI 7-16 WIND LOAD CHANGES C&C Roof Coefficients (suction) ASCE 7-16 ASCE 7-10 Roof GC p - GC pi Roof GC p - GC pi 3r 3e 2n 2r 2e 1 3r 3e 2r 2n 2e 1 7 < Θ < Θ < Θ Maximum (suction) WFCM Ch. 2 Simplified WFCM Ch. 3 Simplified -4.1 a a In WFCM Chapter 3, the maximum length of rake overhangs (w/o outlookers) has been limited to 9", so the effective GC p value in Zone 3r oh is less than 3r or 3e oh W F C M C h a n g e s S T D
23 ASCE/SEI 7-16 WIND LOAD CHANGES C&C Roof Overhang Coefficients (suction) ASCE 7-16 ASCE 7-10 Roof Overhang GC p Roof Overhang GC p 3r 3e 2r 2n 2e 1 3r 3e 2r 2n 2e 1 7 < Θ < Θ < Θ Maximum (suction) WFCM Ch. 2 Simplified b WFCM Ch. 3 Simplified -4.1 a - b a In WFCM Chapter 3, the maximum length of rake overhangs (w/o outlookers) has been limited to 9", so the effective GC p value in Zone 3r oh is less than 3r or 3e oh. b In WFCM Chapter 3, the maximum length of eave and rake overhangs has been limited to 2', so a Zone 1 Overhang would never exist W F C M C h a n g e s S T D
24 ASCE/SEI 7-16 WIND LOAD CHANGES C&C Wind Pressure Calculations q z = K z K zt K d K e V 2 q = 0.6 q z (conversion to ASD) Offset? p max = q[(gc pf ) (GC pi )] q z = velocity pressure at height z, psf (section ) K z = velocity pressure exposure coefficient = 0.72 (section ) K zt = topographic factor = 1.0 (section ) K d = wind directionality factor = 0.85 (section 26.6) K e = ground elevation factor = 1.0 (section 26.9) V = basic wind speed, mph (section 26.5) GC pf = external pressure coefficients (section 30.4) GC pi = internal pressure coefficients = 0.18 (section 26.13) p max = maximum pressure, psf W F C M C h a n g e s S T D
25 2018 NDS CHANGES Roof Sheathing Ring Shank Nails New to 2018 NDS W F C M C h a n g e s S T D
26 2018 NDS DEFORMED SHANK NAILS W F C M C h a n g e s S T D
27 2018 NDS RSRS NAIL WITHDRAWAL W F C M C h a n g e s S T D
28 TYPICAL NAIL HEADS Photos courtesy Falcon Fasteners ASTM F1667 ESR W F C M C h a n g e s S T D Photos courtesy of Hitachi Falcon - Hitachi 28
29 TYPICAL NAIL SHANKS Photos courtesy of Falcon Fasteners Sketches courtesy ISANTA W F C M C h a n g e s S T D
30 2018 NDS FASTENER HEAD PULL -THROUGH W F C M C h a n g e s S T D
31 2018 NDS FASTENER HEAD PULL -THROUGH NEW W F C M C h a n g e s S T D
32 2018 NDS FASTENER HEAD PULL -THROUGH W F C M C h a n g e s S T D
33 2018 NDS FASTENER HEAD PULL -THROUGH W F C M C h a n g e s S T D
34 POLLING QUESTION 3. ASCE 7-16 C&C roof coefficients compared to those in ASCE 7-10 are generally? a) the same b) lower c) higher d) higher only for roof edge zones e) higher only for roof interior zones W F C M C h a n g e s S T D
35 FASTENER UPLIFT CAPACITY Fastener Uplift Capacity = lesser of W and W H W F C M C h a n g e s S T D
36 FASTENER UPLIFT DESIGN EXAMPLE Fastener Uplift Capacity - Roof Sheathing Ring Shank Nail 7/16 OSB RSRS 2x W F C M C h a n g e s S T D
37 FASTENER UPLIFT DESIGN EXAMPLE Fastener Uplift Capacity - Roof Sheathing Ring Shank Nail (cont.) W F C M C h a n g e s S T D
38 FASTENER UPLIFT DESIGN EXAMPLE Fastener Uplift Capacity - Roof Sheathing Ring Shank Nail (cont.) W F C M C h a n g e s S T D
39 FASTENER UPLIFT DESIGN EXAMPLE Fastener Uplift Capacity - Roof Sheathing Ring Shank Nail (cont.) Fastener head pull-through of 67 lbs is less than withdrawal capacity of 88 lbs and controls design capacity. See NDS Table for application of additional adjustment factors for connections based on end use conditions W F C M C h a n g e s S T D
40 FASTENER UPLIFT CAPACITY 2018 WFCM Table W F C M C h a n g e s S T D
41 FASTENER UPLIFT CAPACITY COMPARISONS 110mph Exposure B, 7/16" WSP, Framing G = 0.42, Rafter spacing = 24 For lower wind speed zones and lower G framing, RSRS gives simpler nailing schedule option Nail Type Nail Dia. Nail Length RSRS (1.5 TL) Perimeter Nailing (Zones 2 & 3) Interior Nailing (Zone 1) 6/12 6/12 8d Common /6 6/ W F C M C h a n g e s S T D
42 CHAPTER 2 ENGINEERED DESIGN W F C M C h a n g e s S T D
43 CHAPTER 2 ENGINEERED DESIGN W F C M C h a n g e s S T D
44 CHAPTER 2 ENGINEERED DESIGN W F C M C h a n g e s S T D
45 CHAPTER 2 RAKE OVERHANGS Limits for Rake Overhang Using Lookout Blocks (2018 WFCM Figure 2.1h) W F C M C h a n g e s S T D
46 CHAPTER 2 RAKE OVERHANGS W F C M C h a n g e s S T D
47 CHAPTER 2 SUCTION LOADS W F C M C h a n g e s S T D
48 CHAPTER 2 SUCTION LOADS W F C M C h a n g e s S T D
49 CHAPTER 2 DIAPHRAGM LOADS W F C M C h a n g e s S T D
50 CHAPTER 2 WALL STUD BENDING W F C M C h a n g e s S T D
51 CHAPTER 2 WALL STUD WIND LOADS W F C M C h a n g e s S T D
52 CHAPTER 2 ROOF FRAMING WIND LOADS W F C M C h a n g e s S T D
53 POLLING QUESTION 4. Chapter 2 (Engineered Design) of the WFCM limits loadbearing walls to 10 feet in height. a) True b) False W F C M C h a n g e s S T D
54 CHAPTER 3 PRESCRIPTIVE DESIGN W F C M C h a n g e s S T D
55 CHAPTER 3 PRESCRIPTIVE DESIGN W F C M C h a n g e s S T D
56 CHAPTER 3 RAKE OVERHANG W F C M C h a n g e s S T D
57 CHAPTER 3 RAKE OVERHANG W F C M C h a n g e s S T D
58 CHAPTER 3 ROOF SHEATHING ATTACHMENT W F C M C h a n g e s S T D
59 CHAPTER 3 FASTENER UPLIFT CAPACITY 2018 WFCM Table W F C M C h a n g e s S T D
60 CHAPTER 3 ROOF SHEATHING ATTACHMENT W F C M C h a n g e s S T D
61 CHAPTER 3 ROOF SHEATHING CAPACITY W F C M C h a n g e s S T D
62 CHAPTER 3 WALL SHEATHING CAPACITY W F C M C h a n g e s S T D
63 CHAPTER 3 SHEAR WALL ASSEMBLIES W F C M C h a n g e s S T D
64 CHAPTER 3 SHEAR WALL ASSEMBLIES W F C M C h a n g e s S T D
65 CHAPTER 3 RAFTERS RESISTING UPLIFT Footnotes to Tables 3.26A, B and C W F C M C h a n g e s S T D
66 CHAPTER 3 RAFTERS RESISTING UPLIFT W F C M C h a n g e s S T D
67 CHAPTER 3 RAFTERS RESISTING UPLIFT W F C M C h a n g e s S T D
68 POLLING QUESTION 5. Fastener uplift capacity is the lesser of the withdrawal capacity (W ) or the fastener head pull-through capacity (W H ). T/F a) True b) False W F C M C h a n g e s S T D
69 MORE INFO??? WFCM Commentary coming soon! W F C M C h a n g e s S T D
70 This concludes the American Institute of Architects Continuing Education Systems Course T h i s p r e s e n t a t i o n i s p r o t e c t e d b y U S a n d I n t e r n a t i o n a l C o p y r i g h t l a w s. R e p r o d u c t i o n, d i s t r i b u t i o n, d i s p l a y a n d u s e o f t h e p r e s e n t a t i o n w i t h o u t w r i t t e n p e r m i s s i o n o f A m e r i c a n W o o d C o u n c i l ( A W C ) i s p r o h i b i t e d. A m e r i c a n W o o d C o u n c i l
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