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HomeMy WebLinkAboutS003 - STRUCTURAL NOTES & SCHEDULESFor wood connections not specifically noted or detailed, follow the requirements of IBC 2012 Table 2304.9.1 or ESR 1539. WOOD FRAMING NOTES 1. All nails are common nails unless noted otherwise. All nails shall be carefully driven and not overdriven. Submit all proposed fasteners for approval prior to construction. Installation of all fasteners shall meet the requirements of NDS and ISANTA guidelines, including those in ESR 1539, and Section 2303.6 of the IBC. 2. Refer to the Wall Schedules and/or Framing Plans for size, spacing, and species of wall studs and plates. If not shown otherwise, studs and plates are to be #1 or #2 Spruce-Pine-Fir (SPF) with stud spacing 16" o/c maximum. If not shown otherwise, bearing wall headers are to be #2 Southern Pine (SYP). 3. At the contractor's discretion, studs in non-load bearing interior walls may be premium stud grade spaced at 16" o.c. on all levels. 4. Fasten double (DBL) studs together with 0.131" x 3" nails at 6" o.c. unless noted otherwise. For more than two studs, fasten in the same way, nailing as each stud is added. 5. See the header schedule for all header sizes and materials. All headers in non-load-bearing interior walls are to be (2) 2x4 #2 SPF for openings up to 4'-0" and (2) 2x6 #2 SPF for openings over 4'-0". All headers in non-load-bearing walls to have (1) jack stud at each end. 6. Refer to the Shear Wall Schedule for sheathing, nailing, strap ties, hold downs, etc. required for wood- panel-sheathed and gypsum-wallboard-sheathed shear walls. 7. Use double top plates on all walls, including non-load-bearing walls, with all splices and corners lapped. At "T" intersections do not lap top plate of intersecting wall cutting the top plate of the continuous wall, rather use a metal tie plate as described in the exception to Section 2308.9.2.1 of the IBC. 8. Unless otherwise noted on plan or detail, anchor wall plates to foundations and/or supporting structure at slab-on-grade using Simpson Strong Tie Titen HD Heavy Duty Screw Anchors, 5/8" diameter with minimum 5" embedment. Space anchors at 48" o.c. for load-bearing and non-load-bearing walls. Reduce spacing at Shear Walls per Shear Wall Schedule. Wall plates on Podium framing to be fastened with Hilti X-U62 2-7/16" Powder-Actuated Fasteners. Space anchors @ 32" o/c for non-load- bearing walls and 24" o/c for load-bearing and exterior walls. Reduce spacing per Shear Wall Schedule at Shear Walls. 9. Coordinate final floor and roof framing including joist or truss layout & truss member configuration with Mechanical, Electrical, & Plumbing (MEP) drawings. Obtain additional MEP information as needed for complete coordination. Keep all mechanical chases free of framing. Do not locate joists or trusses at parallel plumbing walls. 10. Always bear floor and roof joists or trusses on available interior and exterior bearing walls. Do not clear- span framing disregarding an available bearing wall where such a bearing wall is identified. 11. Where floor trusses are used, use a minimum of (2)4x2 vertical members in floor trusses at all bearings unless noted otherwise. One of these verticals may be under a ribbon board at the end of the truss where ribbon boards are allowed. Do not allow for, nor use ribbon boards at the ends of trusses where solid, continuous full-height blocking or continuous wood-sheathed knee walls are indicated to be used. Where ribbon boards are used with floor trusses they are to be 2x6 minimum. 12. Design roof joists or trusses to support the weight of snow drifting where it applies, as well as rooftop mechanical units, exhaust fans, access hatches, etc. Confirm weights & locations before final design and show the loads for these units/fixtures on the sealed drawings. The Contractor shall ensure the units are installed at their design locations. 13. Where framing supported by a joist or truss can cause uplift on that joist or truss (such as at cantilevered balcony framing) the designer shall consider a load case that maximizes the uplift load in combination with no live load applied to the joist or truss supporting the uplift. 14. All exposed framing to be pressure preservative treated wood (PPT) as described in the Specifications. All PPT wood to be kiln dried after treatment (KDAT). Hardware used with PPT wood to be hot-dip galvanized or stainless steel. 15. All hardware to be Simpson Strong Tie or approved equal. Where hardware is not specifically designated, submit proposed hardware for approval. Where more than one type of fastener or fastener pattern is allowed by the hardware manufacturer, hardware fasteners are to be of the type, size, and quantity to maximize the load capacity of the hardware in the specific application shown on these plans, unless noted otherwise. 16. Where a wood-framed wall backs up a non-structural masonry veneer, ties must be fastened to the wood framing members using screws meeting the requirements of the tie manufacturer. Where the tie manufacturer allows the use of nails, ring shank nails must be used. Smooth shank nails may never be used to attach masonry ties to wood framing. 17. Reference the Architectural Plans for layout of all walls, openings, wall types, etc. Verify all dimensions prior to design of wall panels & immediately notify the Architect and Engineer of any discrepancies. 18. Where a Specialty Structural Engineer designs floor and/or roof framing (such as trusses or I-joists), the floor and/or roof designer shall provide the Wall Panel Designer the loads/reactions and locations of all girder or beam bearing points. The Wall Panel Designer shall specify and the Wall Panel Manufacturer shall install sufficient columns/studs to support all such loads from the girder or beam bearing location down to the supporting foundation or podium framing. The Contractor shall ensure the presence of such columns/studs. Similarly, where walls are field-framed, the Framing Contractor shall install the columns/studs for support of girders and beams. As a minimum, the number of studs shown on the plans shall be used, with a minimum of (2) 2x6 or (3) 2x4 studs. 19. At bearing walls, blocking must be added in the floor system to create continuity of all shear wall chord studs, posts and columns, jack/king studs at headers, etc. Such blocking shall be part of the sheathed shear blocking panels, or knee walls where they are used. Where there are wood walls below, these studs, columns, posts, etc. must be present in those walls as well creating a continuous load path to structural steel, the foundation, or other identified adequate support. 20. Where decks or balconies are wood-framed, if the railing relies on a connection to the wood balcony beams or rim joists for stability and load resistance, then the railing designer shall check torsion and other effects on the edge beams or joists and their connections. 21. STRUCTURAL WOOD PANEL/SHEATHING NOTES 1. All plywood and Oriented Strand Board (OSB) construction shall be in accordance with the American Plywood Association (APA) Specifications and DOC PS1 or PS2. 2. All roof panel sheathing for roofs with slopes greater than or equal to 3 in 12 shall be 5/8", APA-rated sheathing. Suitable edge support shall be provided by use of panel clips or blocking between framing unless otherwise noted. Fasten roof sheathing with 8d common (0.131" x 2 1/2") nails spaced 6" o.c. at supported edges and 12" o.c. at intermediate supports. For roofs with slopes less than 3 in 12, the roof sheathing shall be 3/4" nominal sheathing with 10d common (0.148" x 3") nails spaced 6" o.c. at supported edges and 12" o.c. at intermediate supports. 3. All floor sheathing shall be 3/4" nominal (23/32" actual), APA-rated Sturd-I-floor, with tongue-and-groove edges, unless otherwise noted. Fasten floor sheathing/subfloor with 10d common (0.148" x 3") nails spaced 6" o.c. at supported edges and 12" o.c. at intermediate supports. Field-glue using adhesives meeting APA-specification AFG-01, applied in accordance with the manufacturer's recommendations. 4. The use of heavily loaded drywall carts or similar conveyances to transport building materials and/or debris can exceed the APA PS2 concentrated load test standard capacity. In areas subject to cart traffic (eg. corridors, elevator lobbies, etc.), the contractor shall place a temporary second layer of dry wood structural panel to help avoid failures of the floor panels. Refer to APA Technical Note TT-024, February 2008. 5. All structural wall panel sheathing shall be 7/16", APA-rated PS2 sheathing, unless otherwise indicated. Fasten wall sheathing with 8d common (0.131" x 2 1/2") nails spaced 6" o.c. at supported panel and 12" o.c. at intermediate supports, unless otherwise noted in the Shear Wall Schedule. 8. Unless otherwise noted or shown, install plywood sheathing with the strength axis of the panel across supports and with panel continuous over two or more spans. Allow 1/8" spacing at panel ends and edges unless otherwise recommended by the sheathing manufacturer. 10. For shear walls, where a vertical sheathing joint falls on the joint between two adjacent studs (such as the ends of shop or site built panels or at a vertical step in the building floor), fasten the end studs together with 0.131"x3" nails at same spacing as for the shear wall sheathing. 11. In all wood-framed roof, floor, ceiling, and wall areas where wood sheathing and/or gypsum wall board sheathing is applied, attach the sheathing to all wood framing members regardless of the closeness of their spacing. Where gypsum wall board sheathing is applied over resilient channels, attach the resilient channels to all framing members. 9. Wood structural panels used in shear walls shall be 4' x 8' minimum. These panels may only be cut at wall or wall opening boundaries. All panel edges shall fall on framing members. Block all horizontal joints and fasten with edge nailing. 6. All gypsum wall board wall sheathing to be 5/8", unless otherwise shown or noted on the Architectural Drawings. Fasten sheathing with 8d cooler nails or 0.120" wallboard nails x 2 3/8" long spaced 7" o.c. at supported edges and 12" o.c. at intermediate supports, unless otherwise noted in the Shear Wall Schedule. 7. Provide 2x blocking with specified edge nailing at unsupported panel edges as follows: A) Roofs and Floors -Not required unless indicated on the plans, noted, or details. B) Walls -Required at all wood panel joints, unless noted otherwise. 12. Installation of gypsum panel products must follow the requirements of the Gypsum Association. The "Floating Interior Angles" method as described in GA-216 shall be used to avoid negative effects from potential truss uplift, wood shrinkage, and other causes of framing movement. An extensive discussion of this issue can be found in the TTB "Partition Separation Prevention and Solutions" from the Structural Building Components Association. The contractor shall familiarize himself with the content of these documents before beginning the installation of gypsum panel products. 13. The requirements shown on the structural drawings for sheathing are the minimum requirements for the structural needs of the structure. They do not account for all possible quality, aesthetic, and other considerations. The contractor is expected to be familiar with APA's construction guidelines and other common construction practices necessary to avoid quality and aesthetic issues. The use of panel edge gaps to avoid panel buckling is an example. Another is the allowance of the application of wood sheathing to walls with the face grain vertical, which can lead to greater buckling possibilities. The contractor will need to consider stud size, stud spacing, and sheathing thickness in these situations. 14. For wood sheathed shear walls, unless otherwise indicated, regardless of the extent of a wall indicated as a wood sheathed shear wall, wood shear wall sheathing must extend the full length of the wall to maintain a smooth wall and avoid an offset/bump in the wall. Sheathing must continue to a corner or offset in the wall. If any part of the wall extends past a corner or offset (such as dropped headers across an inset entry) then the sheathing must continue past this point so that a smooth wall is created. PREFABRICATED, PLATE-CONNECTED WOOD TRUSSES 1. Wood trusses shall be designed by the manufacturer to support the following loads: A) Roof Trusses: Top Chord Loading: Ground Snow Load: 20 psf + Drift Loads Dead Load: 12 psf + Add'nl. 5 psf at overbuild areas Wind & Seismic Loading: Per the 2014 Indiana Building Code. Refer to the Design Criteria Notes for design info. Bottom Chord Loading: Attic Live Load: 10 psf Dead Load: 8 psf B) Floor Trusses: 2. Wood trusses shall be designed by the manufacturer in accordance with the applicable provisions of the latest edition of the National Design Specification of the National Forest Products Association, The Design Specification for Metal Plate Connected Wood Trusses of the Truss Plate Institute (TPI), Wood Structural Building Components Association (SBCA) and the Indiana Building Code. 4. Wood materials shall be Southern Pine, or Douglas Fir-Larch and shall be kiln-dried and used at 19% maximum moisture content. Provide Grade No. 2 or better as required to satisfy stress requirements. 5. Connector plates shall be not less than 0.036 inches (20 gauge) in coated thickness, shall meet or exceed ASTM Grade A or higher and shall be hot-dip galvanized according to ASTM A-653 (coating G60). Minimum steel yield stress shall be 33,000 psi. 6. Trusses shall be fabricated in a properly-equipped manufacturing facility of a permanent nature. Trusses shall be manufacture by experienced workmen, using precision cutting, jigging and pressing equipment under the requirements in quality control as indicated in ANSI/TPI 1, Chapter 3. 7. Secondary bending stresses in truss top and bottom chords due to dead, live, and wind loads shall be considered in the design. Load duration factors shall be per the "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION". 8. All girder trusses supporting other trusses of 2x framing members shall be a MINIMUM of (2) plies, unless otherwise approved. Refer to the Manufacturer's Truss Design Drawing for girder ply-to-ply connection requirements. Attach framing members or loads only after all girder plies are in place and properly fastened together, and the girder truss is properly braced to prevent lateral displacement. Refer to BCSI-B9 "Multi-Ply Girders" as published by SBCA and TPI for additional information. 9. Truss-to-girder connection information shall be on the Mfr's Truss Design Drawing of the carried truss or girder truss, or the Mfr's Truss Placement Drawing. Unless otherwise approved, all truss/joist hangers, strapping, ties, etc. shall be as manufactured by the Simpson Strong Tie Company. 10. Unless otherwise shown or noted, ALL truss bearings shall be anchored using a mechanical fastener. As a minimum, provide SDWC screw anchor by by the Simpson Strong Tie, installed as shown in the details on these plans. 11. Wood trusses shall be erected in accordance with the Truss Manufacturer's requirements. This work shall be done by a qualified and experienced contractor. Truss erection by an inexperienced or non- qualified contractor can result in construction collapse and/or serious injury damage. 13. The contractor shall provide all temporary and permanent bracing/restraints as required for safe erection and performance of the trusses. The guidelines set forth by the following joint publications of the Truss Plate Institute (TPI) and Structural Building Components Association (SBCA) shall be adhered to unless otherwise noted in the Contract Documents: BCSI-B1 GUIDE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF TRUSSES BCSI-B2 TRUSS INSTALLATION & TEMPORARY RESTRAINT/BRACING BCSI-B3 PERMANENT RESTRAINT/BRACING OF CHORDS & WEB MEMBERS BCSI-B4 CONSTRUCTION LOADING BCSI-B5 TRUSS DAMAGE, JOBSITE MODIFICATIONS, AND INSTALLATION ERRORS BCSI-B7 GUIDE FOR HANDLING, INSTALLING AND BRACING OF 3x2 & 4x2 PARALLEL CHORD TRUSSES BCSI-B8 USING TOE-NAILED CONNECTIONS TO ATTACH TRUSSES AT BEARING LOCATIONS BCSI-B9 MULTI-PLY GIRDERS BCSI-B10 POST FRAME TRUSS INSTALLATION & TEMPORARY RESTRAINT/BRACING BCSI-B11 FALL PROTECTION & TRUSSES 14. Unless otherwise shown or noted, permanent bracing shall consist of 2x4 stress-graded members spanning a minimum of four trusses and nailed at each intersection with a minimum of (2) 16d nails. Lap continuous bracing a minimum of 2'-0" (2 trusses). 15. Refer to Manufacturer's Truss Design Drawing for web members requiring web member permanent restraint or reinforcement. Continuous lateral restraints must ALWAYS be diagonally braced for rigidity. 17. 'T' or 'L' reinforcement of the type described in BCSI-B3 shall be used as the means of resisting web member buckling forces in girder trusses and small-quantity trusses. Girder trusses shall be those trusses supporting other trusses, beams, or framing, or trusses more than 24" o.c. Small quantity trusses shall be those where because of the small quantity of similar trusses with aligned web members requiring bracing/restraint (such as parallel step-down trusses), the installation of continuous lateral restraints and the diagonal bracing for the continuous lateral braces is impractical using the methods of BCSI. Such 'T' or 'L' reinforcement shall be designed by the Truss Design Engineer and shown on the sealed Truss Design Drawings. 19. Trusses which are too tall for delivery to the jobsite in one piece may be manufactured in two or more sections and "piggybacked" at the jobsite. The contractor MUST install temporary and permanent bracing for the lower supporting trusses as shown on the Manufacturer's Truss Design Drawing and/or the Contract Documents BEFORE installing the cap trusses. The connection between the cap and base truss shall be shown on the sealed Truss Design Drawing. Provide, as minimum, 4x2 sleepers laid flat on the top chord with a minimum of two 16d nails (see Truss Design Drawing for any other or additional requirement). Provide 4' o.c. (brace to brace) diagonal bracing at 45 degrees to brace the sleepers. Install diagonal braces on the bottom side of the top chord in the cap area, unless otherwise specified by the Truss Design Engineer. 21. Truss members and components shall not be cut, notched, drilled nor otherwise altered in any way without the written approval of the Truss Design Engineer (See Specialty Structural Engineer notes). 22. Where trusses and/or wood joists and rafters are called to be supported by steel beams, provide continuous double 2x nailer(s) field-bolted to the top of the steel beam with 1/2" diameter carriage bolts spaced a maximum of 24" on center and staggered each side of beam web. Width of nailer to be width of beam flange +1/2"/-1/4", unless otherwise noted. arriage bolts may be over-tightened to compress the rounded head in the nailer to facilitate installation of continuous band/rim joists, rafters, trusses, etc. 24. Submit complete shop drawings for all wood trusses showing member sizes, species, grade, moisture content, span, camber, dimensions, number of plies and truss ply-to-ply connections, reactions and bearing requirements, chord pitch, restraint/bracing requirements, and loadings including any girder loads, field assemby of multi-part trusses, and required cap truss to base truss connection. No reference to another drawing sheet, note external to that individual truss drawing, or detail not shown on that individual truss drawing may be used to convey any of this required information. Shop Drawings shall be submitted to the Structural Engineer of Record and shall bear the seal of a Professional Engineer registered in the State of Indiana. Top Chord Loading: Live Load: 40 psf (100 psf at corridor & lobby areas) Dead load: 20 psf (includes collateral & partition allow.) Bottom Chord Loading: Attic Live Load : 10 psf 3. Wood trusses shall be fabricated by a Truss Manufacturer who maintains written procedural and quality control manuals and engages in periodic auditing of fabrication practices and inspections as required by ANSI/TPI 1, Chapter 3. In addition, the Truss Manufacturer shall engage in periodic, unannounced auditing by an approved third-party inspection agency such as TPI for review. If the Truss Manufacturer cannot fulfill these requirements, the Structural Engineer of Record may, at his discretion, require or accept from the Truss Manufacturer, a letter sealed by a Professional Engineer registered in the State of Indiana verifying his inspection of the manufactured wood trusses supplied for this project. The SSE shall verify that the trusses are in compliance with the quality standards of ANSI/TPI 1, Chapter 3. The SSE shall have significant prior experience in the inspection of metal plate-connected wood trusses. 12. Where long span trusses (greater than 60' span) are used, refer to BCSI (especially BCSI-B1 and BCSI-B2) special recommendations and requirements for the installation and temporary restraint/bracing of long span trusses. Follow all BCSI recommendations and requirements for the installation and temporary restraint/bracing of long span trusses including consulting a registered Professional Engineer familiar with the installation and temporary restraint/bracing of long span trusses. 16. Wherever possible, the temporary erection bracing as described in BCSI-B2 shall be left in place to function as permanent bracing. 18. Design all wood truss bearings using the compression perpendicular-to-grain value of the truss lumber OR the wall plate lumber/nailer, WHICHEVER IS LESS. The bearing length or area shown on the sealed truss drawings shall be based on this lesser value. Use additional truss plies or truss bearing enhancement devices to achieve the required bearing area. If the bearing enhancement device has a valid ESR report, it may be shown on the Truss Placement Plan instead of being shown on the sealed Truss Drawings. 20. When indicated on the plans or when a cap truss length exceeds 20', in lieu of the sleepers and diagonal bracing indicated above, structural wood sheathing on the top chord of the base truss in the cap area shall be used as the means of bracing/restraining the base truss in the cap area. The connection between the cap and base truss, shown on the sealed Truss Design Drawing, shall take this into account. Cap trusses must be directly above base trusses. 23. Coordinate final truss layout and truss web member configuration with mechanical, electrical and plumbing trades. Keep all mechanical chases free of trusses. Align floor truss web layout, including open Vierendeel panels for all parallel trusses with similar spans to provide maximum flexibility of MEP installation. Do not locate trusses at parallel plumbing walls. Trusses shall meet the following deflection criteria, unless otherwise noted. Maximum live load deflection shall not exceed: A) Roofs with suspended ceilings: L/360 B) Floors: L/480 DIMENSIONS OF COMMON NAILS PENNYWEIGHT MIN. LENGTH, IN INCHES 6d 2 SHANK DIA., IN IN. 0.113 8d 2.5 0.131 10d 3 0.148 16d 3.5 0.162 20d 4 0.192 1. NAILS CALLED OUT IN PLAN, SECTION, DETAIL, OR SCHEDULE ARE ALWAYS COMMON NAILS. NAIL DIAMETER IS PER ESR-1539, NDS, AND THE TABLE ABOVE EXCEPT THAT NAIL LENGTH WILL ALWAYS BE 3" MINIMUM WHEN NAILING 2x FRAMING MEMBERS TOGETHER AND 3.5" WHEN NAILING LVL'S. 2. FOR CONNECTIONS NOT SHOWN, REFER TO IBC TABLE 2304.9.1 FOR MINIMUM FASTENING REQUIREMENTS. 3. FOR FASTENING OF MULTIPLE LVL PLIES, FOLLOW THE LVL MANUFACTURER'S REQUIREMENTS. 4. FOR FASTENING OF SIMPSON AND OTHER HARDWARE, FOLLOW THE HARDWARE MANUFACTURER'S REQUIREMENTS. FILL ALL FASTENER HOLES WITH THE REQUIRED FASTENERS, U.N.O. CONTINUOUS ROD TIEDOWN SYSTEM 1. Some or all shear walls use a Continuous Tiedown System (CTS) as indicated in the Notes, Details, & Shear Wall Schedule. 2. Where specified, the Continuous Tiedown System (CTS) shall be used at the ends of shear walls for shear wall overturning restraint. 3. The Continuous Tiedown System must be designed for the loads indicated in the Shear Wall Schedule. Loads given are unfactored ASD loads. 4. In a multi-story shear wall installation, the Continuous Tiedown System shall be restrained by bearing plates at each floor (may not skip floors), and must have shrinkage compensation devices. Skipping stories, where bearing plates are omitted at intermediate floors resulting in multiple stories being tied together, is prohibited. 5. The Continuous Tiedown System must have shrinkage compensation devices meeting the requirements of ICC-ES AC 316 and that are of either the rod-coupler type or, the at-bearing-plate type where the rod passing uninterrupted thru the device. When they are the rod coupler type, they must function by shortening the gap between the coupled rod ends. 6. When shrinkage compensation devices are the at-bearing-plate type where the rod passing uninterrupted thru the device, they must occur at every level. 7. When shrinkage compensation devices are the rod-coupler type, they must, as a minimum, occur at every other floor plus the top floor. For a 3 or 4 story - within the 2nd floor & top floor minimum. for a 5 story - within the 2nd, 4th, & 5th floors minimum. 8. The computed rod elongation between restraint location, together with the listed deformations of shrinkage compensating device in compliance with ICC-ES AC 316, within any story, using the loads listed in the shear wall schedule, shall not exceed 0.20 or as specified. Rod elongation or stretch shall be computed as the product PL/AE, where P is the axial load (LBS), L is the initial rod length between restraints at the story under consideration (Inches), E is 29,000,000 (PSI) and A the net tensile area of the rod (IN²). 9. In all cases, there will be chord studs as indicated in the shear wall schedule, on both sides of the CTS system. Use the number of chord studs listed in the shear wall schedule but, as a minimum there will be (1) chord stud each side. The gap between these chord studs will be as required for the bearing plates and shall be shown on the CTS shop drawings. 10. A Specialty Structural Engineer (SSE) Deferred Design and shop drawing submittal is required. The submittal shall be sealed by a Professional Engineer registered in the state of Indiana. The submittal shall include calculations and shop drawings meeting all the above requirements. The shop drawings must be submitted by the manufacturer of the CTS for review and approval prior to the installation. 11. Drawings provided by the manufacturer shall specify the proprietary components of the system. 12. Simpson Strong-Tie & CLP systems have been considered in the design of the shear walls. Before submitting and substituting another manufacturer, the EOR shall give written approval for the substitution. ROOF DIAPHRAGM DIAPHRAGM NAILING SCHEDULES FLOOR DIAPHRAGM LOCATION SIZE BOUNDARY 8d SPACING 6" PANEL EDGE 8d 6" FIELD 8d 12" 1. 1-1/2" MINIMUM PENTRATION INTO FRAMING. 2. DIAPHRAGMS ARE UNBLOCKED, U.N.O. 3. ALL NAILS ARE COMMON NAILS, REF. SCHEDULE THIS SHEET FOR MIN. LENGTHS AND SHANK DIAMETERS. LOCATION SIZE BOUNDARY 8d SPACING 4" PANEL EDGE 8d 4" FIELD 8d 12" 1. 1-1/2" MINIMUM PENTRATION INTO FRAMING. 2. DIAPHRAGMS ARE UNBLOCKED, U.N.O. 3. NAILING SHOWN IS FOR ALL FLOOR LEVELS, U.N.O. 4. ALL NAILS ARE COMMON NAILS, REF. SCHEDULE THIS SHEET FOR MIN. LENGTHS AND SHANK DIAMETERS.SW-1SHEAR WALL SCHEDULE SHEATHING EDGE FASTENING SHEAR WALL ELEMENT NOTES 1st WOOD FLOOR 2nd WOOD FLOOR THIS SHEAR WALL TYPE IS GENERALLY A BUILDING B DEMSING WALL WHERE NOTED. 5/8" DIAMETER ANCHOR W/ MINIMUM 6" EMBEDMENT. BOTTOM PLATE ATTACHMENT 3rd WOOD FLOOR 7/16" OSB 8d @ 4" 5/8" ANCHORS @ 32" o/c 4th WOOD FLOOR SW-2 SHEATHING EDGE FASTENING BOTTOM PLATE ATTACHMENT 7/16" OSB 8d @ 3" 7/16" OSB 8d @ 6" 8d NAILS @ 4" o/c 8d NAILS @ 3" o/c 7/16" OSB 8d @ 4" 5/8" ANCHORS @ 24" o/c 7/16" OSB 8d @ 6" 8d NAILS @ 6" o/c SW-3 SHEATHING EDGE FASTENING BOTTOM PLATE ATTACHMENT 7/16" OSB 8d @ 4" 7/16" OSB 8d @ 6" 8d NAILS @ 6" o/c 8d NAILS @ 4" o/c 7/16" OSB 8d @ 6" HILTI X-U62 2-7/16" PAFS @ 6" O/C 7/16" OSB 8d @ 6" 8d NAILS @ 6" o/c SW-4 SHEATHING EDGE FASTENING BOTTOM PLATE ATTACHMENT 7/16" OSB 8d @ 3" 7/16" OSB 8d @ 6" 8d NAILS @ 4" o/c 8d NAILS @ 3" o/c 7/16" OSB 8d @ 4" 7/16" OSB 8d @ 6" 8d NAILS @ 6" o/c SW-5 SHEATHING EDGE FASTENING END STUDS (CHORDS) BOTTOM PLATE ATTACHMENT HOLDOWN/STRAP 7/16" OSB 8d @ 3" 7/16" OSB 8d @ 4" 8d NAILS @ 4" o/c 8d NAILS @ 3" o/c 7/16" OSB 8d @ 3" 7/16" OSB 8d @ 6" 8d NAILS @ 6" o/c SW-X NOTES: LOCATION OF CHORD STUDS w/ CTS LOCATION OF CHORD STUDS w/ CTS SHEAR WALL TYPE PER SCHEDULE ADJACENT OPENING IF PRESENT. LOCATION OF CHORD STUDS w/ HOLDOWN OR STRAP MAY NOT BE ADJACENT TO AN OPENING IF THE LOCATION IS CONTROLLED BY AN OPENING OR END OF WALL ON ANOTHER LEVEL. 1. SEE SHEAR WALL DETAILS ON WOOD DETAIL SHEETS. 2. CHORD STUDS HAVE HARDWARE APPLIED PER THE TABLE ABOVE AND THE SHEAR WALL DETAILS WHICH WILL BE HOLDOWNS AT THE LOWEST LEVEL AND STRAPS BETWEEN FLOORS FOR THE FLOORS ABOVE. THE CHORD STUDS MUST STACK EXACTLY IN LINE VERTICALLY FOR THE PROPER INSTALLATION OF THE HARDWARE AND THE PROPER FUNCTION OF THE CHORD STUDS. 3. FASTEN CHORD STUDS TOGETHER WITH 0.131" x 3" NAILS AT SAME SPACING AS FOR SHEATHING. 4. WHERE A VERTICAL SHEATHING JOINT FALLS ON THE JOINT BETWEEN TWO ADJACENT STUDS (SUCH AS THE ENDS OF SHOP OR SITE BUILT PANELS OR WHERE MULTIPLE STUDS ARE USED WITH THE SHEATHING EDGES ON ADJACENT STUDS) FASTEN THE END STUDS TOGETHER WITH 0.131" x 3" NAILS AT SAME SPACING AS FOR THE SHEATHING. 5. SHEAR WALL BOTTOM PLATE ANCHORAGE AS SPECIFIED ABOVE ON CONCRETE MAY BE CAST IN PLACE ANCHOR BOLTS OR SIMPSON TITEN HD 5/8" DIA. ANCHORS WITH 5" MIN. EMBEDMENT @ SLAB ON GRADE & HILTI X-U62 2-7/16" LONG PAF'S PER SCHEDULE ABOVE. 6. REFER TO TABLE ABOVE FOR EDGE NAILING OF WOOD-PANEL SHEAR WALLS. INTERMEDIATE (FIELD) NAILING TO BE 12" O.C. TYPICAL. 7. REGARDLESS OF THE EXTENT INDICATED AS A WOOD SHEATHED SHEAR WALL, WOOD SHEAR WALL SHEATHING MUST EXTEND THE FULL LENGTH OF THE WALL TO MAINTAIN A SMOOTH WALL AND AVOID AN OFFSET/BUMP IN THE WALL. SHEATHING MUST CONTINUE TO A CORNER OR OFFSET IN THE WALL. IF ANY PART OF THE WALL EXTENDS PAST A CORNER OR OFFSET (SUCH AS DROPPED HEADERS ACROSS AN INSET ENTRY) THEN THE SHEATHING MUST CONTINUE PAST THIS POINT SO THAT A SMOOTH WALL IS CREATED. 8. ALL VERTICAL EDGES OF WOOD PANELS IN SHEAR WALLS SHALL FALL ON A STUD. ALL HORIZONTAL EDGES OF WOOD PANELS IN SHEAR WALLS SHALL BE BLOCKED WITH 2x_ NOMINAL FRAMING WITH SHEATHING ATTACHED TO BLOCKING W/ SPECIFIED EDGE NAILING. 9. BOTTOM PLATE ATTACHMENT AS INDICATED ABOVE APPLIES ALSO TO THE BOTTOM PLATES OF KNEE WALLS ON TOP OF SHEAR WALLS. 10. 3" O.C. AT THE PANEL EDGE 16g STAPLES WITH A MINIMUM 1/4" CROWN AND 2" LEG MAY BE SUBSTITUTED FOR 8d NAILS AT 6" O.C. W/ STAPLES FASTENING IN THE FIELD OF THE PANEL MUST BE 6" O.C. NOT 12" O.C. 11. WOOD STRUCTURAL PANELS MAY BE APPLIED HORIZONTALLY OR VERTICALLY. WITH VERTICAL APPLICATION, ADDITIONAL BUCKLING/"WAVYNESS" MAY BE EXPERIENCED AS AN AESTHETIC ISSUE. THE TYPE OF SHEATHING, STUD SPACING, AND OTHER FACTORS SHOULD BE CONSIDERED. SEE APA's APPLICATION GUIDELINES. 12. SHEAR WALLS WITH ELECTRICAL PANELS OR RECESSED MEDICINE CABINETS OR FIRE EXTINGUISHER BOXES OR OTHER SIMILAR ITEMS INSET INTO THE WALL; MUST HAVE THE STRUCTURAL WOOD SHEATHING ON THE OPPOSITE SIDE FROM THE FACE OF THE INSET FIXTURE SO THAT NO WOOD SHEATHING IS REMOVED DURING THE INSTALLATION OF THE INSET FIXTURE. ANYTHING THAT CREATES A HOLE IN THE SHEAR WALL SHEATHING LARGER THAN A TYPICAL ELECTRICAL BOX OR WATER LINE IS NOT ACCEPTABLE. ANY HORIZONTAL OR VERTICAL JOINTS IN THE SHEATHING IN THE AREA FOR THE ELECTRICAL PANEL OR RECESSED MEDICINE CABINET OR FIRE EXTINGUISHER BOX SHALL HAVE FLAT BLOCKING WITH EDGE NAILING. WHEN THE WALL IS A 2X4 WALL, LAY OUT SHEATHING SO THAT THERE ARE NO JOINTS IN THE AREA OF THE ELECTRICAL PANEL OR RECESSED MEDICINE CABINET OR FIRE EXTINGUISHER BOX. 7/16" OSB 8d @ 6" 7/16" OSB 8d @ 6" 7/16" OSB 8d @ 6" 8d NAILS @ 6" o/c 8d NAILS @ 4" o/c 8d NAILS @ 6" o/c THIS SHEAR WALL TYPE IS GENERALLY A BUILDING B CORRIDOR WALL & EXTERIOR WALL WHERE NOTED. 1" DIAMETER ANCHOR W/ MINIMUM 9" EMBEDMENT. END STUDS (CHORDS) HOLDOWN/STRAP END STUDS (CHORDS) HOLDOWN/STRAP END STUDS (CHORDS) HOLDOWN/STRAP END STUDS (CHORDS) HOLDOWN/STRAP THIS SHEAR WALL TYPE IS GENERALLY A BUILDING A DEMSING WALL WHERE NOTED. 5/8" DIAMETER ANCHOR WELDED TO EMBED PLATE. ANCHOR LOCATIONS MUST BE COORDINATED BY PANEL SUPPLIER WITH EMBED LAYOUT. THIS SHEAR WALL TYPE IS GENERALLY A BUILDING A CORRIDOR WALL WHERE NOTED. 1" DIAMETER ANCHOR WELDED TO EMBED PLATE. ANCHOR LOCATIONS MUST BE COORDINATED BY PANEL SUPPLIER WITH EMBED LAYOUT. THIS SHEAR WALL TYPE IS GENERALLY A BUILDING A CORRIDOR WALL WHERE NOTED. 7/8" DIAMETER ANCHOR WELDED TO EMBED PLATE. ANCHOR LOCATIONS MUST BE COORDINATED BY PANEL SUPPLIER WITH EMBED LAYOUT. (4) 2X4 OR (3) 2X6 (3) 2X4 OR (2) 2X6 (2) 2X4 OR (1) 2X6 (2) 2X4 OR (1) 2X6 HTT4 W/ 5/8" ANCHOR CS16 CS16 CS20 (6) 2X4 OR (4) 2X6 (5) 2X4 OR (3) 2X6 (3) 2X4 OR (2) 2X6 (2) 2X4 OR (1) 2X6 HDU14 W/ 1" ANCHOR CMST14 CMSTC16 CS16 (4) 2X4 OR (3) 2X6 (3) 2X4 OR (2) 2X6 (2) 2X4 OR (1) 2X6 (2) 2X4 OR (1) 2X6 HTT4 W/ 5/8" ANCHOR CS16 CS16 CS20 (6) 2X4 OR (4) 2X6 (5) 2X4 OR (3) 2X6 (3) 2X4 OR (2) 2X6 (2) 2X4 OR (1) 2X6 HDU14 W/ 1" ANCHOR CMST14 CMSTC16 CS16 (8) 2X4 OR (5) 2X6 (5) 2X4 OR (3) 2X6 (3) 2X4 OR (2) 2X6 (2) 2X4 OR (1) 2X6 HDU8 W/ 7/8" ANCHOR CMSTC16 CS14 CS16 HILTI X-U62 2-7/16" PAFS @ 4" O/C HILTI X-U62 2-7/16" PAFS @ 4" O/C WOOD SHRINKAGE NOTES The following is a list of recommendations to minimize potential issues related to wood shrinkage and veneer expansion (A portion of clay masonry veneer expansion is irreversible and a portion is seasonal. The majority of wood shrinkage will occur in the first 12-18 months of occupancy. The majority of irreversible clay masonry veneer expansion will occur in the first few weeks, but will continue at a lower rate for several years. Thermal movement is seasonal and variable depending on ambient temperature and sun exposure. The following is a list of recommendations to minimize potential issues related to wood shrinkage and veneer movement. 1. Refer to other notes and details to see estimated differential movement between wood framing and brick veneer. If not shown otherwise, a differential movement of 0.15" per floor shall be used for backing of light wood framing for up to 3 stories and 0.20" per floor shall be used for backing of light wood framing for up to 5 stories. 2. MEP System Considerations A. All plumbing pipe and electrical conduit joints and connections shall be flexible and allow for expansion/contraction to prevent a rigid assembly. The use of expansion or slip joints in vertical plumbing runs to allow for wood framing shrinkage is recommended. If not used, another means of mitigating the problem will be required. B. In lieu of or in addition to A above, provide oversized and vertically slotted holes at pipe horizontal penetration and notches. Refer to typical notching and cutting of stud wall detail for additional considerations on size limitations. Do not exceed the hole sizes allowed by the notes and details and the building code. C. Hangers and necessary rigid connections shall be adjusted prior to completion of construction or closing of wall/ ceiling assembly. D. Vent penetrations shall be provided with double flashing. E. All sheet metal vertical down spouts shall have intermediate slip joints. F. Roof drains shall be adjusted back to the roof finish sheathing elevation at the completion of construction and then shall be adjusted as required to maintain proper drainage. 3. Construction Tolerance Considerations A. All studs shall be cut level, square and tight to top and bottom plates to reduce any additional shortening of the building due to nesting. B. All wood structural panels on the walls shall have a relief gap at each floor level to reduce the potential for bulging. C. All floor sheathing shall have 1/8" gaps around all four sides at time of installation to allow for potential bulging. D. Temporary Expansion Joints in large buildings are required. Follow APA's Technical Note: Temporary Expansion Joints for Large Buildings U425. E. At stucco, EIFS and thin set veneer systems, provide horizontal expansion joints, and slip joints with appropriate flashing. F. At brick and stone veneers, provide veneer ties designed to accommodate differential movement. G. Refer to Architectural window and door head sill and jamb details; parapets; and horizontal material changes for specific horizontal gap requirements between materials. H. Delay placement of self-leveling gypsum underlayment/topping around stair and elevator towers until completion of construction. 4. Material Storage and Protection A. All stored material shall remain covered from the elements to reduce and elevated off the ground to reduce the potential for an increase in moisture content. B. Do not allow water to pond on installed floor sheathing. Provide drain holes in the floor sheathing as required to relieve any water that might temporarily pond. 5. Post Occupancy Consideration A. Review roof drains every 3 months for the first 18 months of occupancy and then annually. Adjust as needed. B. Sealant Joints at exterior doors, windows and at changes in materials shall be reviewed and caulked as needed as wood shrinkage and veneer expansion occurs and original joint is distressed or fails. C. Remedial Self-Leveling work may be required around concrete or CMU stair and elevator towers as needed as wood shrinkage occurs. STUD HOLE SHRINKAGE DETAIL 2x STUD OPENING IN WOOD STUD, MAKE TOP AND BOTTOM OPENING ROUNDED.GAP REQUIRED ABOVE FOR DIFFERENTIAL MOVEMENT/WOOD SHRINKAGE. SEE GENERAL NOTES FOR ANTICIPATED SHRINKAGE OF WOOD STRUCTURE. CONSULT WITH MEP ENGINEER FOR ANTICIPATED MOVEMENT OF CONDUIT OR PIPE. NOTE: ENGINEER SHALL REVIEW LOADING CONDITIONS ON WALL FOR ALLOWABLE SIZE OF PENETRATION. CONDUIT OR HORIZONTAL PLUMBING RUN LOCATED NEAR THE BOTTOM OF THE HOLE. 3/4" MIN. 3/4" MIN.MAX. OPENING IN BEARING OR EXTERIOR STUD: 1 1/2" FOR 2x4 STUD 2 1/4" FOR 2x6 STUD5" MAX.HEADER SCHEDULE HEADER SIZE HEADER DESIGNATION NUMBER OF JACK STUDS 2x8 1 2nd FLOOR 1 NUMBER OF KING STUDS 9.25" LVL 2 2 2x10 21 11 2 2 22 2x10 22 22 H-01 2x8 11 12 H-02 2x8 FLUSH BEAM 2 -- 3 -- H-03 IN THE FLOOR 2x10 FLUSH BEAM 2 -- 3 -- H-04 IN THE FLOOR 2x8 2 1 2 1 H-05 H-07 2x10 1 1 1 2 H-06 H-08 H-09 3rd FLOOR 4th FLOOR 2nd FLOOR 3rd FLOOR 4th FLOOR 9.25" LVL 2 2 2 3 H-10 2 2 2 3 3 -- 3 -- 1 2 3 2 1 2 1 2 2 1 2 1 1) HEADERS ARE FOR THE WALLS OF THE LEVEL INDICATED. 2) HEADERS ARE CALLED OUT AS A REFERENCE TO THIS SCHEDULE USING THE SYMBOL H-XX . 3) ADD BLOCKING IN FLOOR SYSTEM BELOW KING AND JACK STUDS (FOR BOTH HEADERS AND BEAMS) PER DETAILS 1, 2, & 3/S551. ADD STUDS IN ANY WALLS BELOW TO MATCH JACK AND KING STUDS. CONTINUE TO FOUNDATION. IN MANY/MOST SITUATIONS OPENINGS WILL STACK AND SO ONLY BLOCKING IN MANY/MOST SITUATIONS OPENINGS WILL STACK AND SO ONLY BLOCKING IN TO LEVEL. HOWEVER, CARE MUST BE TAKEN TO HAVE CONTINUOUS VERTICAL STUD PACKS AND FLOOR BLOCKING WHERE OPENINGS AND/OR BEAMS DO NOT STACK. 4) HEADERS ARE SHOWN ON THE 1/4"=12" UNIT FRAMING PLANS & ARE TO BE AS SHOWN HERE U.N.O. WHEN THERE IS SPECIFIC INFORMATION REGARDING A SPECIFIC HEADER OR BEAM ON THE OVERALL BUILDING FRAMING PLAN OR IN A DETAIL, USE THE FRAMING PLAN OR DETAIL INFORMATION. 5) HEADERS TO BE #2 SOUTHERN PINE (SP), U.N.O. 6) USE (2) HEADER MEMBERS IN 2x4 WALLS & (3) HEADER MEMBERS IN 2x6 WALLS. PROVIDE SPACERS BETWEEN TO MATCH WIDTH OF STUD WALLS. 7) SEE DETAIL 1/S550 FOR TYPICAL OPENING FRAMING. HOLD ALL HEADERS TO THE TOP OF THE WALL AS SHOWN IN THE DETAIL. 8) FASTEN CRIPPLES & KING STUDS TOGETHER W/ 0.131" X 3" NAILS AT 6" ON CENTER. WHEN PART OF A SHEAR WALL FASTEN CRIPPLES & KING STUDS TOGETHER WITH SAME NAIL SPACING AS SHEAR WALL SHEATHING. 9) ALL HEADERS IN NON-BEARING WALLS ARE TO BE (2)2x4 FOR OPENINGS UP TO 4'-0" & (2)2x6 FOR OPENINGS OVER 4'-0". ALL HEADERS IN NON-LOAD BEARING WALLS TO HAVE A SINGLE JACK AND KING STUD, U.N.O. 10)ELECTRICAL PANELS AND RECESSED MEDICINE CABINETS IN WALLS WITH CLOSELY SPACED STUDS WILL NOT HAVE ADEQUATE SPACE BETWEEN THE STUDS FOR THEIR INSTALLATION. INCLUDE AN OPENING (MAXIMUM WIDTH 24") WITH 2x8 HEADER MIN. & (1) EACH JACK AND KING STUD. TO ALLOW FOR PASSAGE OF ELECTRICAL WIRING; IN 2X4 WALLS A (1) PLY 2X12 HEADER MAY BE USED WITH A VERTICAL 2X4 BEARING BLOCK NAILED TO EACH END ABOVE THE JACK STUDS WITH (8) 0.131"x3" NAILS. IN 2X6 WALLS (2) 2X12'S MAY BE USED SPACED APART AND LOCATED AT THE FACES OF THE WALL. 11) AT THE 4TH FLOOR ONLY, MANY BEARING WALLS INSIDE THE UNITS (WALLS THAT ARE NOT EXTERIOR, CORRIDOR, OR DEMISING WALLS) ARE NOT BEARING FOR ROOF TRUSSES. WHEN THIS IS THE CASE, HEADER REQUIREMENTS ARE AS FOR NON-BEARING WALLS U.N.O. 1 1 1 2 1 2 2 2 1 1 --1 --2 1 2 1 2 1 1 1st FLOOR 1st FLOOR 9.25" LVL FLUSH 3 --3 --BEAM IN THE FLOORH-11 4 -- --2 50 South B.B. King Blvd. Suite 600 Memphis, TN 38103 901.521.1440 Drawing Name: Client: Drawn By: Checked By: Project Name: Seal Issued / RevisedDate # Issues and Revisions ©2020 LRK Inc. Drawings, written material, and design concepts shall not be used or reproduced in whole or part in any form or format without prior written consent of LRK Inc. Do not scale drawings. Use given dimensions only. If not shown, verify correct dimensions with the Architect. Contractor shall check and verify all dimensions and conditions at job site. LHB Project Number: 20097 9/3/2021 10:21:50 AM C:\Users\plock.LHB\Documents\18066-Corner Carmel-Structural_Central-19_plock.rvt LRK Project Number: 01.18066.00 S003 STRUCTURAL NOTES & SCHEDULES The Corner Carmel, IN SAC PRL 116th Street & Rangeline Carmel, INThe Corner Carmel, IN •01.18066.0030 South Meridian Street, Suite 1100 Indianapolis, IN 46204 06.16.21 Permit Set A 07.15.21 Addendum A C 09.01.21 IFC Set 11/15/21