1、SPECIAL NOTICE The material presented in this publication has been prepared in accordance with recognized engineering principies. This Standard and Commentary should not be used without first securing competent advice with respect to their suitability for any given application. The publication of th
2、e material contained herein is not intended as a representation or warranty on the patt of the American Society of Civil Engineers, or of any other person named herein, that this information is suitable for any general or particular use of promises freedom from infringement of any patent or patents.
3、 Anyone. making use of this information assumes all liability from such use. ASCE Lb 95 m 0759b00 0024676 344 M AF 3) compression members and bearing; 4) flexural members; 5) mem- bers with combined bending and axial loads; 6) mechanical connections; 7) struc- tural-use panels; 8) shear walls and di
4、aphragms; and 9) serviceability. In addition, the Appendices address issues such as: 1) Resistance of spaced columns; 2) glued tance of shear plates; and 6) design of panel-based assemblies. Finally, a Glossary laminated timber; 3) ponding; 4) qualification of fasteners and connectors; 5) resis- and
5、 a Commentary that provides additional background information are included. Library of Congress Cataloging-in-Publication Data American Society of Civil Engineers. Standard for load and resistance factor design (LRFD) for engineered wood construction: AF&PA/ASCE-l6-95 / American Society of Civil Eng
6、ineers. R kBim6_7844-0041-5 design-Etandards-United States. I. Title. l. Buildin , Wooden-Standards-United States. 2. Load and resistance factor TA666.A52 1996 624.1 84-dc20 95-51202 CIP circumstances not falling within the fair use provisions of the Copyright Act is grant- Photocopies. Authorizatio
7、n to photocopy material for internal or personal use under ed by ASCE to libraries and other users registered with the Copyright Clearance Center (CCC) Transactional Reporting Service, provided that the base fee of $4.00 per article plus $50 per page is paid directly to CCC, 222 Rosewood Drive, Danv
8、ers, MA O1 923. The identification for ASCE Books is O-7844-0041-5/96 $4.00 + $50 per page. Requests for special permission or bulk copying should be addressed to Permissions & Copyright Dept., ASCE. All Rights Reserved. Copyright O 1996 by the American Society of Civil Engineers, Library of Congres
9、s Catalog Card No: 95-51202 Manufactured in the United States of America. ISBN 0-7844-0041 -5 ASCE 16 75 m 0757600 0024b77 053 m PREFACE The design of wood structures has previously been governed by the general design provisions and recommended practice of the National Design Specification for Wood
10、Construction IDS). This specification was first adopted in 1944 and has been updated periodically to reflect new knowl- edge under the auspices of the American Forest 8c Paper Association (AF&PA) and its predecessor or- ganizations, the National Lumber Manufacturers Association and the National Fore
11、st Products Asso- ciation. In recognition of a new generation of stand- ards based on reliability theory, this first Load and Resistance Factor Design (LRFD) Standard for En- gineered Wood Construction was prepared as a joint activity between AF&PA and ASCE to pro- vide alternate design provisions r
12、eflecting the cur- rent state of knowledge. The LRFD Standard was developed to provide uniform practice in the de- sign of engineered wood structures. Design criteria provide recommended practice for most applications but may not cover infre- quently encountered designs for which additional judgment
13、 in applying data or recommendations must be exercised. It is intended that the LRFD Standard be used in conjunction with competent engineering design, accurate fabrication, and ade- quate supervision of construction. Particular atten- tion is directed to the designers responsibility to make adjustm
14、ents for particular end use conditions. The Appendices to this Standard are consid- ered an integral part of the LRFD Standard. A Commentary has been prepared to provide addi- tional background information. Users desiring further details leading to LRFD Standard provi- sions are requested to consult
15、 the Commentary and cited references. Development of the LRFD Standard was a result of deliberations of a team of structural engineers and wood material scientists with wide experience and high professional standing. The team includedpro- fessionals from private practice, industry, govern- ment, and
16、 universities. Review and trial use by prac- ticing consulting engineers preceded publication. The information contained herein is not in- tended as a representation or warranty, on the part of AF&PA or ASCE or any other person involved in its development, that this Standard is suitable for any gene
17、ral or particular use. While every effort has been made to insure the accuracy of the data and information contained herein, neither AF&PA nor ASCE assumes respon- sibility for errors or omissions, nor for plans, de- signs, or construction prepared from this LRFD Standard. Those using this LRFD Stan
18、dard assume all liability arising from its use. The design of engi- neered structures is within the scope of exper- tise of licensed engineers, architects, or other li- censed professionals for applications to a particular structure. This Standard is not intended to preclude the use of any other mat
19、erials, assemblies, or designs that can satisfactorily demonstrate adequate per- formance. 111 . ASCE Lb 95 m 0757600 0024680 875 m In April 1980, the Board of Direction approved ASCE Rules for Standards Committees to govern the writing and maintenance of standards devel- oped by the Society. All su
20、ch standards are devel- oped by a consensus standards process managed by the Management Goup F (MGF), Codes and Standards. The consensus process includes ballot- ing by the balanced standards committee made up of Society members and non-members, balloting by the membership of ASCE as a whole and bal
21、lot- ing by the public. All standards are updated or reaf- firmed by the same process at intervals not exceed- ing five years. The following standards have been issued: ANSVASCE 1-82 N-725 Guidelines for Design and Analysis of Nuclear Safety Related Earth Structures ANSUASCE 2-91 Measurement of Oxyg
22、en Trans- fer in Clean Water ANSUASCE 3-91 Standard for the Structural De- sign of Composite Slabs and ANSUASCE 9- 91 Standard Practice for the Construction and Inspection of composite Slabs Nuclear Structures ASCE 4-86 Seismic Analysis of Safety-Related Building Code Requirements for Masonry Struc-
23、 tures (ACI530-95/ASCE5-95/MS402-95) and Specifications for Masonry Structures (ACI530.1-95/ASCE6-95/TMS602-95) Specifications for Masonry Structures (ACI530- ANWASCE 7-93 Minimum Design Loads for ANSUASCE 8-90 Standard Specification for the 95/ASCE6-95/TMS602-95) Building and Other Structures Desig
24、n of Cold-Formed Stainless Steel Struc- tural Members ANSUASCE 9-9 1 listed with ASCE 3-9 1 ANSUASCE 10-90 Design of Latticed Steel Trans- mission Structures ANSVASCE 1 1-90 Guideline for Structural Condi- tion Assessment of Existing Buildings ANSUASCE 12-91 Guideline for the Design of Ur- ban Subsu
25、rface Drainage ASCE 13-93 Standard Guidelines for Installation of Urban Subsurface Drainage ASCE 14-93 Standard Guidelines for Operation and Maintenance of Urban Subsurface Drainage of Buried Precast Concrete Pipe Using Stand- ard Installations (SIDD) ASCE 16-95 Standard for Load and Resistance Fact
26、or Design (LRFD) of Engineered Wood Construction ASCE 15-93 Standard Practice for Direct Design V ASCE lb 95 m 0759600 0024bBl 701 m ACKNOWLEDGMENTS This standard was developed in two phases. The initial draft was funded by the wood prod- ucts industry and was developed by Engineering Data Managemen
27、t, Inc., under the direction of Dr. James R. Goodman, PE. The second phase of development was under the auspices of the ASCE Standards Committee for Design of Engi- neered Wood Construction, chaired by Mr. Thomas G. Williamson, P.E. Both phases were coordinated by the American Forest & Paper As- soc
28、iation. In addition to the participants listed below, the leadership of a Wood Industry Technical Commit- tee, chaired by Dr. Kevin C.K. Cheung, Western Wood Products Association, and the Wood Indus- try Management Committee, chaired by Jeffrey M. Van Cott, and the vision of the funding organiza- ti
29、ons is acknowledged. Phase 1 funding organizations Alpine Engineered Products Alpine Structures American Forest & Paper Association American Institute of Timber Construction APA-The Engineered Wood Association Boise Cascade California Lumber Inspection Service California Redwood AssociatiodRedwood I
30、nspection Service Canadian Wood Council Fabricated Wood Components Fibreboard Technology Georgia-Pacific Jager Industries Louisiana Pacific MacMillan Bloedel McCausey Lumber Mitek MSR Lumber Producers Council National Timber Piling Council Norde1 Northeast Lumber Manufacturers Association Pacific Lu
31、mber Inspection Bureau Southeast Lumber Manufacturers Association Southern Forest Products Association Southern Pine Inspection Bureau Standard Structures Superior Wood Products Tecton Laminates Timber Products Inspection Trus Joist MacMillan Truss Plate Institute Truswal Unit Structures West Coast
32、Lumber Inspection Bureau Western Wood Preservers Institute Western Wood Products Association Weyerhaeuser Willamette Industries Phase 2 Committee Members Albert H. Alexanian Donald E. Breyer James R. Brown Linda S. Brown R. Michael Caldwell, Vice Chair Kevin C. Cheung Kelly E. Cobeen Marvin E. Crisw
33、ell Thomas F! Cunningham Nancy H. Devine Susan Dowty Bruce R. Ellingwood Kenneth J. Fridley Charles B. Goehring Allan H. Gold James R. Goodman James S. Graham David S. Gromala, Secretary Kirk H. Grundahl Dominique F! Janssens Stuart L. Lewis John D. Lowood Catherine M. Marx Thomas McLain Joseph F. M
34、urphy Michael OHalloran Michael P. OReardon Marcia Paton-Mallory Clarkson W. Pinkham Robert M. Powell Chandrasekhar Putcha Don T. Pyle Julie Ruth Douglas L. Sarkkinen Donald J. Sharp Bradley E. Shelley John H. Showalter, Jr. Judith J. Stalnaker Nader Tomasbi Michael H. Triche Thomas G. Williamson, C
35、hair vii ASCE Lb 95 9 0759b00 O024682 648 9 Contents PAGE . Preface 111 Acknowledgments vii Table Of Contents ix Notation xvii 1 General Provisions 1 1.1 Scope . 1 1.1.1 Units . 1 1.2 Applicable Documents 1 1.3 Loads and Load Combinations 2 1.3.1 Nominal loads 2 1.3.2 Load combinations . 2 1.3.3 Oth
36、er loads . 2 1.3.4 Counteracting loads . 2 1.4.1 Limit states design . 2 1.4.2 Structural analysis 2 1.4.2.1 Modulus of elasticity . 3 1.4.2.2 End restraints . 3 1.4.2.3 Long-term loading 3 1.4.3 Strength limit states . 3 1.4.3.1 Force due to factored loads . 3 1.4.3.2 Design resistance . 3 1.4.4 Se
37、rviceability limit states 4 1.4.5 Existing structures . 4 2 Design Requirements . 4 2.2 Gross And Net Areas . 4 2.2.1 Gross area 4 2.2.2 Net area . 4 2.3 Stability 4 2.4 Lateral Support 4 2.5 Reference Conditions . 4 2.6 Adjusted Resistance and Adjusted Strength . 5 2.6.1 General . 5 2.6.2 Adjustmen
38、t factors for end-use . 5 2.6.3 Adjustment factors for member configuration . 5 2.6.5 Additional adjustments for structural panels 7 2.6.6 Additional adjustments for timber poles and piles . 7 2.6.7 Additional adjustments for structural connections . 7 3 TensionMembers . 7 . 1.4 DesignBasis 2 2.1 Sc
39、ope . 4 2.6.4 Additional adjustments for structural lumber and glued laminated timber 5 3.1 General 7 3.1.1 Scope 7 3.1.2 Member design . 7 ix ASCE lb 95 0759b00 0024b83 584 LRFD FOR ENGINEERED WOOD CONSTRUCTION 3.1.3 Special considerations 7 3.2 Tension Resistance Parallel to Grain . 7 3.2.1 Tensio
40、n resistance 7 3.2.2 Special considerations for unsymmetrical net areas 7 3.3 Tension Resistance Perpendicular to Grain 7 3.4 Resistance of Built-up and Composite Members . 8 3.4.1 Built-up members with components of similar materials . 8 3.4.2 Composite members with components of dissimilar materia
41、ls 8 4 Compression Members And Bearing . 8 4.1 General . 8 4.1.1 Scope 8 4.1.2 Member design . 8 4.2 Slenderness and Effective Length Considerations 8 4.2.1 Effective column length . 8 4.2.2 Column slenderness ratio 8 4.3 Resistance of Solid Columns Concentrically Loaded in Compression 9 4.3.1 Desig
42、n material values and design factors . 9 4.3.2 Resistance of prismatic columns 9 4.3.3 Resistance of notched or bored prismatic columns . 9 4.3.3.1 Notch in critical location . 9 4.3.3.2 Notch in noncritical location . 9 4.3.4 Resistance of tapered columns . 9 4.3.4.1 Tapered circular members 9 4.3.
43、4.2 Tapered rectangular columns 10 4.4 Resistance of Spaced, Built-up, and Composite Columns . 10 4.4.1 Spaced columns 10 4.4.2 Built-up columns . 10 4.4.3 Composite columns 10 4.5 Resistance in Bearing 10 4.5.1 Resistance in end bearing . 10 4.5.2 Resistance in side bearing . 11 4.5.3 Bearing at an
44、 angle to grain 11 4.6 Radial Compression in Curved Members 11 5 Flexural Members. Bending. And Shear 11 5.1 General 11 5.1.1 Scope . 11 5.1.2 Member design 12 5.1.3 Design span 12 5.1.4 Notching of flexural members 12 5.1.5 Member orientation and support conditions . 12 5.1.6 Partial composite acti
45、on of parallel member assemblies . 12 5.1.7 Moment resistance of square and circular prismatic members 12 5.1.8 Moment resistance of box beams and I-beams 13 5.1.9 Moment resistance of nonprismatic members 13 5 . 1 . 10 Tapering of members . 13 5.1.1 1 Stress interaction at a cut face of a member .
46、13 5 . 1 . 12 Moment resistance of composite members 13 5 . 1 . 13 Moment resistance of built-up members . 13 5.2.1 General 13 5.2.1.1 Consideration of lateral support conditions 13 5.2.1.2 General requirements for lateral bracing 13 5.2 Conditions of Lateral Support 13 ASCE 16 95 0759600 0024684 41
47、0 m LRFD FOR ENGINEERED WOOD CONSTRUCTION 5.2.1.3 Effective laterally unsupported length . 14 5.2.2 Moment resistance of laterally supported beams . 15 5.2.3 Moment resistance of members without full lateral support . 15 5.2.3.1 Strength and stiffness 15 5.2.3.2 Prismatic beams 15 5.2.3.3 Nonrectang
48、ular members 15 5.2.3.4 Wood I-joists 16 5.3 Moment Resistance of Assemblies . 16 5.3.2 Adjustment factors for uniformly-loaded assemblies . 16 5.3.3 Composite action factor 16 5.3.4 Load-sharing factor 16 5.4 Resistance of Members in Shear 16 5.4.1 Calculation of design shear force . 16 5.4.2 Flexu
49、ral shear resistance . 17 5.4.3 Shear resistance in the vicinity of notches 17 5.4.4 Shear resistance in the vicinity of connections 17 5.5 Resistance of Members in Torsion . 18 5.6 Curved or Pitchemapered Curved Glued Laminated Beams . 18 5.6.1 Adjustment of flexural resistance for curvature . 18 5.6.2 Radial tension and compression in curved members . 18 5.6.2.1 Curved members of constant cross section 18 5.6.2.2 Pitched and tapered glued laminated beams 18 6 Members With Combined Bending And Axial Loads . 19 6.1.2 Member Design 19 6.2 Resistance in Combined Bending and Axial
