HomeMy WebLinkAboutS003For 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
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
to 24" o.c. for all 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 by 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.
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.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.
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 the Simpson Strong-Tie Company,
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: 25 psf (includes collateral & partition allow.)
Bottom Chord Loading:
Dead 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.
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.
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
3 2
22
2x10 22 22
H01
2x8 11 12 H02
2x8 FLUSH BEAM 2 --3 --
H03
IN THE FLOOR
2x10 FLUSH BEAM 2 --3 --
H05
IN THE FLOOR
2x8 1 2 1 2
H06
H09
2x10 12 13
H07
H10
H11
3rd
FLOOR
4th
FLOOR
2nd
FLOOR
3rd
FLOOR
4th
FLOOR
9.25" LVL 2 3
H12
4 2
4
3 --
4 --
1
2
3
2
3
4
1
2
2
1
1
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 HXX .
3) ADD BLOCKING IN FLOOR SYSTEM BELOW KING AND JACK STUDS (FOR BOTH HEADERS AND BEAMS) PER
DETAILS 1, 2, & 3/S452. 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/S451 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 1
1 2
1
1 1
--2
--1
1 2
1 2
1 1
1st
FLOOR
1st
FLOOR
H04 2x8 21 22 2 21 2
2x10 12 13 H08 4 11 1
1 1 1 1
9.25" LVL FLUSH 3 --5 --BEAM IN THE FLOORH13 5 -- --1
2x10 12 13 H14 31/2"X7
PSL 11 1 SW-1SW-2 SW-3 SW-4 SW-5 SHEAR WALL SCHEDULE
SHEATHING
EDGE FASTENING
SHEAR WALL ELEMENT
END STUDS (CHORDS)
NOTES
2nd FLOOR 3rd FLOOR
SHEARWALL CONNECTING TO PRECAST PODIUM:
• BOTTOM PLATE ATTACHMENT = HILTI X-U62 @ 6 o/c
• CTS SYSTEM ROD ATTACHMENT = WELD TO STEEL EMBED PLATE
SHEARWALL CONNECTING TO STEEL PODIUM:
• BOTTOM PLATE ATTACHMENT = HILTI X-U62 @ 6 o/c
• CTS SYSTEM ROD ATTACHMENT = WELD TO STEEL PLATE
SHEARWALL CONNECTING TO SLAB ON GRADE/FOUNDATION:
• BOTTOM PLATE ATTACHMENT = 5/8" ANCHORS @ 32" o/c
• CTS SYSTEM ROD ATTACHMENT = 8" MIN. EMBEDMENTBOTTOM PLATE ATTACHMENT
CONTINUOUS TIE DOWN
SYSTEM LOADS
SHEATHING
EDGE FASTENING
END STUDS (CHORDS)
BOTTOM PLATE ATTACHMENT
4th FLOOR
7/16" OSB
8d @ 6"
7/16" OSB
8d @ 6"
(2)&(1) 2x4
(2)&(1) 2X6
10d NAILS @
6" o/c
10d NAILS @
6" o/c
7/16" OSB
8d @ 6"
10d NAILS @
4" o/c
10d NAILS @
4" o/cSEE NOTES
1,300 LBS. 3RD
1,800 LBS. TOTAL
SW -X
CTS
NOTES:
LOCATION OF
CHORD STUDS w/
SYSTEM
SHEAR WALL
TYPE PER
SCHEDULE
ADJACENT OPENING
IF PRESENT.
LOCATION OF CHORD STUDS w/ CTS SYSTEM MAY NOT BE
ADJACENT TO AN OPENING IF THE LOCATION IS CONTROLLED
BY AN OPENING OR END OF WALL ON ANOTHER LEVEL.
1) CHORD STUDS HAVE CONTINUOUS TIE DOWN SYSTEM (CTS) BETWEEN THEM ATTACHED TO AN EMBED PLATE AT THE BOTTOM OF THE FIRST WOOD FLOOR. CHORD STUDS MUST STACK
EXACTLY IN LINE VERTICALLY. SEE FRAMING NOTES AND DETAILS.
2) FASTEN CHORD STUDS TOGETHER WITH 0.131"x3" NAILS AT SAME SPACING AS FOR SHEATHING.
3) 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 SHEATHING.
4) SHEAR WALLS WITH LARGE RECESSED ITEMS (THOSE LARGER THAN A STD. ELECTRICAL BOX OR PLUMBING PIPE PENETRATION) SUCH AS FIRE EXTINGUISHER BOXES OR ELECTRICAL
PANELS OR RECESSED MEDICINE CABINETS MUST HAVE THE STRUCTURAL WOOD SHEATHING ON THE OPPOSITE SIDE FROM THE FACE OF THE LARGE RECESSED ITEM(S) SO THAT WOOD
SHEATHING ISN'T REMOVED DURING THE INSTALLATION OF THE LARGE RECESSED ITEM(S). WHERE THIS ISN'T POSSIBLE; SEE THE "SHEAR WALL W/ RECESSED FIXTURE" DETAIL.
5) REFER TO TABLE ABOVE FOR EDGE NAILING OF WOOD-PANEL SHEAR WALLS. INTERMEDIATE (FIELD) NAILING TO BE 12" O.C. TYPICAL.
6) WOOD STRUCTURAL PANELS MAY BE APPLIED HORIZONTALLY OR VERTICALLY.
7) ALL EDGES OF WOOD PANELS IN SHEAR WALLS TO BE BLOCKED WITH 2x NOMINAL FRAMING WITH SHEATHING ATTACHED TO BLOCKING W/ SPECIFIED EDGE NAILING. FOR 10d NAILS 2" o/c
USE 4X_ BLOCKING.
8) BOTTOM PLATE ATTACHMENT AS INDICATED ABOVE APPLIES ALSO TO THE BOTTOM PLATES OF KNEE WALLS ON TOP OF SHEAR WALLS.
9) 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.
10)SHEAR WALLS USE A CONTINUOUS TIE DOWN SYSTEM AS SHOWN IN DETAIL 10/S451. CONTINUOUS TIE DOWN SYSTEM MUST BE DESIGNED FOR THE LOADS REQUIRED (SHOWN ABOVE),
MUST HAVE RESTRAINT AT EACH FLOOR (MAY NOT SKIP FLOORS). SEE ADDITIONAL REQUIREMENTS IN THE CONTINUOUS ROD TIEDOWN SYSTEM NOTES.
11)CHORD STUDS IN THE SHEAR WALL SCHEDULE ARE LISTED AS (X) & (Y). THERE IS A GAP AS REQUIRED BETWEEN EACH NUMBER OF CHORD STUDS FOR THE CTS SYSTEM AS SHOWN IN
DETAIL 10/S451. (X) NUMBER OF CHORD STUDS ARE AT THE OUTSIDE EDGE OF THE WALL AND WILL REMAIN THE SAME NUMBER UP THE BUILDING. THEY MUST STACK EXACTLY INLINE
VERTICALLY. (Y) NUMBER OF CHORD STUDS ARE ON THE OTHER SIDE OF THE CTS SYSTEM, TOWARDS THE MIDDLE OF THE WALL. THE NUMBER OF CHORD STUDS, AT THIS LOCATION TO THE
INSIDE OF THE CTS SYSTEM, VARIES UP THE BUILDING, BUT THE CHORD STUDS CLOSEST TO THE CTS ROD MUST STACK EXACTLY INLINE VERTICALLY. SEE DETAIL 10/S451 FOR MORE
INFORMATION.
12) ALL SHEAR WALLS WITH OPENINGS IN THEM ARE TO FOLLOW INFORMATION PROVIDED IN SHEAR TRANSFER AROUND OPENINGS DETAIL 1/S454.
1ST FLOOR
500 LBS. 4TH,
500 LBS. TOTAL
1,200 LBS. 2ND
3,000 LBS. TOTAL
1,200 LBS. 1ST
4,200 LBS. TOTAL
7/16" OSB
8d @ 6"
(2)&(1) 2x4
(2)&(1) 2X6
(2)&(1) 2x4
(2)&(1) 2X6
(2)&(1) 2x4
(2)&(1) 2X6
10d NAILS @
6" o/c
CONTINUOUS TIE DOWN
SYSTEM LOADS
7/16" OSB
8d @ 4"
7/16" OSB
8d @ 6"
(2)&(3) 2x4
(2)&(2) 2X6
7/16" OSB
8d @ 4"
1,100 LBS. 3RD
1,900 LBS. TOTAL
3,200 LBS. 2ND
5,100 LBS. TOTAL
(2)&(2) 2x4
(2)&(1) 2X6
(2)&(1) 2x4
(2)&(1) 2X6
4,900 LBS. 1ST
10,000 LBS. TOTAL
SHEATHING
EDGE FASTENING
END STUDS (CHORDS)
BOTTOM PLATE ATTACHMENT
10d NAILS @
4" o/c
10d NAILS @
3" o/c
CONTINUOUS TIE DOWN
SYSTEM LOADS
7/16" OSB
8d @ 3"
7/16" OSB
8d @ 6"
(2)&(4) 2x4
(2)&(2) 2X6
7/16" OSB
8d @ 4"
1,500 LBS. 3RD
2,300 LBS. TOTAL
3,500 LBS. 2ND
5,800 LBS. TOTAL
(2)&(1) 2x4
(2)&(1) 2X6
(2)&(1) 2x4
(2)&(1) 2X6
5,500 LBS. 1ST
11,300 LBS. TOTAL
SHEATHING
EDGE FASTENING
END STUDS (CHORDS)
BOTTOM PLATE ATTACHMENT
HOLDOWN
7/16" OSB
8d @ 3"
SHEATHING
EDGE FASTENING
END STUDS (CHORDS)
BOTTOM PLATE ATTACHMENT
HOLDOWN
7/16" OSB
8d @ 3"
800 LBS. 4TH,
800 LBS. TOTAL
7/16" OSB
8d @ 6"
(2)&(1) 2x4
(2)&(1) 2X6
10d NAILS @
6" o/c
800 LBS. 4TH,
800 LBS. TOTAL
7/16" OSB
8d @ 6"
(2)&(1) 2x4
(2)&(1) 2X6
10d NAILS @
6" o/c
1,300 LBS. 4TH,
1,300 LBS. TOTAL
7/16" OSB
8d @ 6"
(2)&(1) 2x4
(2)&(1) 2X6
10d NAILS @
6" o/c
1,300 LBS. 4TH,
1,300 LBS. TOTAL
7/16" OSB
8d @ 6"
(2)&(1) 2x4
(2)&(1) 2X6
10d NAILS @
6" o/c
7/16" OSB
8d @ 6"
10d NAILS @
4" o/c
10d NAILS @
3" o/c
7/16" OSB
8d @ 4"
2,000 LBS. 3RD
3,300 LBS. TOTAL
5,000 LBS. 2ND
8,300 LBS. TOTAL
(2)&(3) 2x4
(2)&(1) 2X6
(2)&(1) 2x4
(2)&(1) 2X6
7/16" OSB
8d @ 6"
10d NAILS @
4" o/c
10d NAILS @
3" o/c
7/16" OSB
8d @ 4"
3,000 LBS. 3RD
4,300 LBS. TOTAL
4,900 LBS. 2ND
9,200 LBS. TOTAL
(2)&(3) 2x4
(2)&(1) 2X6
(2)&(1) 2x4
(2)&(1) 2X6
7,200 LBS. 1ST
15,500 LBS. TOTAL
8,600 LBS. 1ST
17,800 LBS. TOTAL
(2)&(6) 2x4
(2)&(3) 2X6
3.5x7 PSL&3.5x7 PSL
2x4
(2)&(4) 2X6
SHEARWALL CONNECTING TO PRECAST PODIUM:
• BOTTOM PLATE ATTACHMENT = HILTI X-U62 @ 4 o/c
• CTS SYSTEM ROD ATTACHMENT = WELD TO STEEL EMBED PLATE
SHEARWALL CONNECTING TO STEEL PODIUM:
• BOTTOM PLATE ATTACHMENT = HILTI X-U62 @ 4 o/c
• CTS SYSTEM ROD ATTACHMENT = WELD TO STEEL PLATE
SHEARWALL CONNECTING TO SLAB ON GRADE/FOUNDATION:
• BOTTOM PLATE ATTACHMENT = 5/8" ANCHORS @ 32" o/c
• CTS SYSTEM ROD ATTACHMENT = 10" MIN. EMBEDMENT
SHEARWALL CONNECTING TO PRECAST PODIUM:
• BOTTOM PLATE ATTACHMENT = HILTI X-U62 @ 3 o/c
• CTS SYSTEM ROD ATTACHMENT = WELD TO STEEL EMBED PLATE
SHEARWALL CONNECTING TO STEEL PODIUM:
• BOTTOM PLATE ATTACHMENT = HILTI X-U62 @ 3 o/c
• CTS SYSTEM ROD ATTACHMENT = WELD TO STEEL PLATE
SHEARWALL CONNECTING TO SLAB ON GRADE/FOUNDATION:
• BOTTOM PLATE ATTACHMENT = 5/8" ANCHORS @ 24" o/c
• CTS SYSTEM ROD ATTACHMENT = 10" MIN. EMBEDMENT
SHEARWALL CONNECTING TO PRECAST PODIUM:
• BOTTOM PLATE ATTACHMENT = HILTI X-U62 @ 3 o/c
• CTS SYSTEM ROD ATTACHMENT = WELD TO STEEL EMBED PLATE
SHEARWALL CONNECTING TO STEEL PODIUM:
• BOTTOM PLATE ATTACHMENT = HILTI X-U62 @ 3 o/c
• CTS SYSTEM ROD ATTACHMENT = WELD TO STEEL PLATE
SHEARWALL CONNECTING TO SLAB ON GRADE/FOUNDATION:
• BOTTOM PLATE ATTACHMENT = 5/8" ANCHORS @ 24" o/c
• CTS SYSTEM ROD ATTACHMENT = 12" MIN. EMBEDMENT
SHEARWALL CONNECTING TO PRECAST PODIUM:
• BOTTOM PLATE ATTACHMENT = HILTI X-U62 @ 3 o/c
• CTS SYSTEM ROD ATTACHMENT = WELD TO STEEL EMBED PLATE
SHEARWALL CONNECTING TO STEEL PODIUM:
• BOTTOM PLATE ATTACHMENT = HILTI X-U62 @ 3 o/c
• CTS SYSTEM ROD ATTACHMENT = WELD TO STEEL PLATE
SHEARWALL CONNECTING TO SLAB ON GRADE/FOUNDATION:
• BOTTOM PLATE ATTACHMENT = 5/8" ANCHORS @ 32" o/c
• CTS SYSTEM ROD ATTACHMENT = 24" MIN. EMBEDMENT
SEE NOTES
SEE NOTES
SEE NOTES
SEE NOTES
BEARING WALL SCHEDULE
SPACING
MARK
6.2
4.1
NOTES:
ALL STUDS AND PLATES ARE #2 SPF MINIMUM WITH STUD
SPACING 16" O.C. MAXIMUM FOR ALL LOAD BEARING AND
NON-LOAD BEARING WALLS. SPF IS NOT SPF(S). SPF(S) MAY
NOT BE USED.
ELECTRICAL PANELS, RECESSED FIRE EXTINGUISHER BOXES,
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 16") WITH THE MINIMUM
HEADER PER THE HEADER SCHEDULE. TO ALLOW FOR THE
PASSAGE OF ELECTRICAL WIRING; IN 2x4 WALLS A (1) PLY 2x4
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 2x WALLS (2) 2x12'S MAY BE USED SPACED
APART AND LOCATED AT THE FACES OF THE WALL.
6.1
1ST
WOOD
LEVEL
2ND
WOOD
LEVEL
3RD
WOOD
LEVEL
4TH
WOOD
LEVEL
16" O/C 16" O/C 16" O/C 16" O/C
12" O/C 16" O/C 16" O/C 16" O/C
16" O/C 16" O/C 16" O/C 16" O/C
4.2 12" O/C 16" O/C 16" O/C 16" O/C
4.3 8" O/C 12" O/C 16" O/C 16" O/C
4.4 (2) 12" O/C 8" O/C 16" O/C 16" O/C
4.5 (2) 8" O/C 8" O/C 12" O/C 16" O/C
6.3 8" O/C 12" O/C 16" O/C 16" O/C
4.6 (2) 8" O/C 12" O/C 16" O/C 16" O/C
4.7 (2) 8" O/C 8" O/C 16" O/C 16" O/C ARCHITECTCLIENT PROJECT DRAWING TITLE SEAL SHEET PROJECT INFO REVISIONS ENGINEERTHE SIGNATURECARMELCARMEL, INSTRUCTURAL NOTES& SCHEDULES20010
4/23/2021
PERMIT SET
S003
10/12/21