references/Structural/GENERAL NOTES.md

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Structural Design Criteria

Building Code and Design Basis

Item	Description
Building Code	2021 International Building Code (IBC) with local amendments
Authority Having Jurisdiction	City of Janesville, Wisconsin
Risk Category	II

Dead Loads

Dead loads are determined from the actual weights of materials and fixed service equipment. Typical assumed weights for assemblies are as follows:

Assembly Type	Dead Load (PSF)
Metal Panels	3
Curtain Walls	10
Stone or Brick Veneer	40
Adhered Stone or Brick	10
Single-Ply Membrane Roof with Insulation	10

Equipment Loads

• Assumed loads for known equipment are shown on the structural drawings.
  Any change in type, size, location, or weight of equipment must be reported to the Engineer of Record (EOR) for verification of the supporting members before shop drawing submission.
• Equipment loads include the weight of concrete pads or curbs, if applicable.
• For equipment not shown on the structural drawings, if the unit weight divided by its bearing area exceeds the specified live load for that location, the contractor must notify the EOR prior to shop drawing submission.

Suspended Ceilings and Mechanical Systems

| Item | Allowance | |--|::| | Hanging Ceilings and Mechanical Equipment (ductwork, sprinkler piping, etc.) | 5 PSF |

Live Loads

Live loads shall be as indicated on the structural drawings and comply with the applicable sections of the IBC.

Occupancy or Use	Uniform	Concentrated
Corridors	100 psf	-
Office Buildings - Corridors above first floor	80 psf	2,000 psf
Office Buildings - Offices	50 psf	2,000 psf
Stairs and exits	100 psf	300 psf
Roof - Ordinary, flat, pitched, or curved unoccupied roofs	20 PSF	300psf

Snow Loadafasdasdfa

Parameter	Value
Ground Snow Load, Pg	30 PSF

Wind Design

Parameter	Value
Ultimate Design Wind Speed (Vult)	115 mph (3-sec gust)
Nominal Design Wind Speed (Vasd)	89 mph (3-sec gust)
Exposure Category	II
Internal Pressure Coefficient	± 0.18
Components and Cladding Pressures	See structural drawings and pressure schedule
Main Wind Force Resisting System	Wood shear walls

Rain Load

Parameter	Value
100-Year Rainfall Intensity	3.0 in/hr
Maximum Roof Rain Load	0 PSF (i.e. no accumulation)
Maximum Rainwater Depth (Static + Hydraulic Head)	0 in (i.e. no accumulation)

Seismic Design

Parameter	Value
Geotechnical Report No.	N/A - assuming min. soil bearing
Site Class	D
Mapped Spectral Accelerations (SS, S1)	0.11, 0.06
Design Spectral Accelerations (SDS, SD1)	0.099, 0.086
Seismic Design Category (SDC)	B
Design Base Shear	XX% of Seismic Weight

Foundation Design Notes

Foundation Movement Considerations:

The foundation design parameters do not eliminate post-construction movement. Measures should be taken to improve structural tolerance, including:

• Frequent control joints in masonry, brick, stone, or stucco veneers (maximum 15’-0”)
• Vertically slotted clips to attach roof trusses to non-load-bearing walls
• Other measures as needed to accommodate minor foundation movement

Abnormal Conditions

If construction occurs during extreme dry or wet periods, the contractor must notify both the geotechnical engineer and foundation engineer before beginning work. This may require soil conditioning or foundation redesign.

Foundation Movement

The foundation is designed assuming movement within standard performance limits.

Performance Limit	Value
Deflection Limit	L/260
Tilt Limit	1%

Soil Moisture

A reasonably uniform soil moisture level should be maintained around the foundation throughout the life of the structure.

Foundation Maintenance

• Positive drainage away from the structure must be maintained for the life of the building.
• The contractor must inform the owner of this requirement.
• The foundation should be maintained in accordance with the Foundation Performance Association (FPA) document FPA-SC-07, Foundation Maintenance and Inspection Guide for Residential and Low-Rise Buildings, available at www.foundationperformance.org.
• The contractor must provide a copy of this guide to the owner.

Expiration of Plans

• Plans are valid for 6 months from the issue or revision date.
• Contact the engineer for review if construction has not commenced within this time frame or if plans have expired.

Design Standards for Stairs, Railings, and Restroom Accessories

All stairs, guardrails, handrails, and restroom accessories shall be designed by a registered structural engineer according to the following criteria:

Stairs

Component	Design Requirement
Stringers, Treads, Risers	Designed for 100 PSF live load
Individual Treads	Designed for 300 lb concentrated load at the position causing maximum stress

Handrails and Guardrails

Component	Design Requirement
Top Rail (Guards and Handrails)	Withstand 50 PLF horizontal load at right angles or 200 lb concentrated load in any direction
Intermediate Rails, Panel Fillers, Connections	Withstand 50 PSF horizontal load over the entire tributary area, including openings and spaces

Restroom Accessories

Component	Design Requirement
Grab Bars, Tub & Shower Seats, Fasteners, Mounting Devices	Resist a 250 lb concentrated load at any location and in any direction

Structural Deferred Submittals

Structural deferred submittals are portions of the design requiring structural engineering that are not submitted at the time of the permit application but must be submitted to the building official at a later date. All deferred submittals must be approved by the building official before installation.

Shop Drawings and Engineer Requirements

• Shop drawings for any building component not designed by the Structural Engineer of Record (SER) or not fully specified in the project construction documents must be:

  • Prepared by a Specialty Structural Engineer (SSE)
  • Signed and sealed by a licensed professional engineer registered in the state where the project is being built
  • Qualified to perform the work specified

• Exceptions:

  • Products tested and certified by an approved agency (e.g., ICC) do not require a PE seal.
  • Components fabricated by a certified fabricator that does not require sealing according to the approving agency (e.g., Steel Joist Institute for open web steel joists) are also exempt.

SSE Responsibilities

The SSE must:

• Include a cover page on the shop drawings stating that they are the Structural Engineer Responsible for the Deferred Submittal.
• Confirm that the drawings comply with their design and calculations.

SER Review

• Include a cover page on the shop drawings stating that they are the Structural Engineer Responsible for the Deferred Submittal. Before submitting to the Authority Having Jurisdiction (AHJ) or releasing for fabrication:

• All deferred submittals must be reviewed by the SER.

• The SER must mark the submittal as either “No Exceptions” or “Exception Noted”.

Examples of Deferred Submittals

Structural deferred submittals for this project include (unless using certified/tested products or assemblies):

Component	Notes
Stairs, Guardrails, Handrails, Grab Bars, Ladders	Not required if using certified/tested products
Curtainwall, Storefront, Windows	Not required if using certified/tested products
Metal Plate Connected Wood Trusses	All designs must be submitted and reviewed

General Structural Contractor Notes

These notes outline responsibilities, procedures, and requirements for contractors during the construction of the structural elements of the project.

Contractor Responsibilities

• The structural drawings and specifications represent the finished structure. Methods, procedures, and sequencing of construction are the contractor’s responsibility.

• The contractor must take all necessary precautions to maintain structural integrity at every stage of construction.

• The contractor is responsible for quality control, including workmanship and materials furnished by subcontractors or suppliers.

• All work must conform to OSHA standards.

Coordination and Documentation

• Refer to non-structural drawings for complete information regarding sleeves, curbs, inserts, depressions, openings, etc.

• The general contractor is responsible for obtaining all contract documents and the latest revisions/addenda and distributing them to subcontractors and suppliers before shop drawing submittals or material procurement.

• Using or reproducing contract drawings in lieu of shop drawings signifies acceptance of all information shown and obligates the contractor to bear costs for any resulting errors.

• The general contractor must compare architectural and structural drawings and report discrepancies to the architect and engineer prior to fabrication or installation. Here’s a clarified and reorganized version of your note on material substitutions:

• Substitutions:

  • All requests for substitutions of materials or details shown in the contract documents must be submitted for approval during the bidding period.
  • Once bids are accepted, proposed substitutions will only be considered if:
    • They are officially submitted
    • They include a clearly identified cost savings to be deducted from the contract

Excavation and Site Safety

• The contractor is solely responsible for all excavation procedures, including lagging, shoring, and protection of adjacent property, structures, streets, and utilities, in accordance with all applicable codes.

Framing and Member Placement

• Framing layouts represent design concepts and systems construction; the contractor and subcontractors are responsible for material quantities and unspecified components.

• Members not specifically dimensioned should be located on column lines or equally spaced between located members.

• Features not fully shown or specified shall be constructed to match similar conditions elsewhere.

• In case of conflicts among structural drawings, general notes, and specifications, the strictest requirement indicated by the engineer shall govern.

Live Load Posting

• Elevated floor structures with a design live load exceeding 50 PSF must have the load posted on durable, conspicuous signs in the applicable areas.

Structural Maintenance

• All structures require periodic maintenance to extend lifespan and ensure integrity.

• The building owner shall establish a maintenance program including, but not limited to:

  • Painting structural steel
  • Protective coatings for concrete
  • Sealants and caulking of joints
  • Maintenance of expansion and control joints
  • Repair of spalls and cracks in concrete
  • Pressure washing of elements exposed to salt or harsh chemicals

Structural Engineer’s Role

• The structural engineer does not control or supervise construction means, methods, sequences, or safety programs and is not responsible for the acts or omissions of the contractor or subcontractors.
• Periodic site observations by the engineer’s representatives are solely to become generally familiar with progress and quality and ensure that work appears to comply with contract documents.
• These observations are not exhaustive or continuous and do not substitute for contractor responsibility.

Waterproofing

• Proper waterproofing of the building envelope is critical to long-term structural performance.
• Waterproofing design is the responsibility of the architect/contractor and must follow best practices for the locality and assembly type.

Contractor and Subcontractor Responsibilities

Qualified Personnel

• All work must be performed by a qualified construction contractor and subcontractor experienced in this type of work.

• Contractors must follow industry standards of care and make proper allowances for performing work of this nature.

Understanding and Coordination of Drawings

• Contractors and subcontractors must understand the nature of drawing production and coordination among consultants.

• They should not enter contracts based on drawings believed to contain discrepancies or incomplete information unless proper allowances are made for potential cost implications arising from future drawing updates or revisions.

Stages of Drawings and Responsibilities

• During the production and issuance of drawings, multiple stages of completion are developed, such as permit, pricing, and construction drawings.
• Contractors and subcontractors are responsible for:
  • Understanding the purpose and content of each stage of drawings
  • Evaluating cost implications and contractibility
• Any deviations or arrangements outside of standard practice must be coordinated with the owner prior to execution.

Request for Information (RFI) Requirements

All RFIs must include the following information:

• RFI Number

• RFI Category (select one):

  • Request for Substitution
  • Corrective Repair
  • Additional Information Required
  • Discrepancy Between Construction Documents

• Dates

  • Date Submitted
  • Date Response Needed

• Submitted By

  • Include name, email, and phone number

• RFI Description

  • Include applicable sheet number, detail number, or specification number
  • Attach sketches if applicable
  • Attach photos if applicable

Submittals: List, Schedule, and Requirements

Submittal List and Schedule

• The general contractor shall prepare a detailed list and schedule of all submittal items to be sent to the structural engineer prior to the start of construction.

• This list shall be updated and revised as the project progresses.

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Submittal Requirements

• Review:

  • All submittals must be reviewed and electronically stamped by the general contractor before submission to the design team (No Exceptions).

• Transmittal Sheet:
  Each submittal must include a transmittal sheet containing:

  1. Submittal Number – Format example: 03 30 00-01.00 (Division, Submittal # for Division, Issue #; e.g., first submittal, first issue of a concrete submittal)
  2. Brief Description of submittal contents
  3. Date Issued
  4. Requested Return Date
  5. Issuing Party – Name, phone number, and email

• Format:

  • Submittals must be provided in electronic PDF format.
  • Scanned copies of printed documents are not acceptable.

• Completeness:

  • Omission of any materials from shop drawings does not relieve the contractor of the responsibility to furnish and install all required materials, whether shown or commented in the shop drawings.

• Review Time:

  • Allow a minimum of 14 days for structural review of all submittals.
  • Expedited review may be requested for an agreed-upon fee with the structural engineer.

• Structural Steel Submittals:

  • Must include the SDS/2 or Tekla model, which will serve as a visual aid to the shop drawings.

Reference

• Refer to the project specifications for a complete list of required submittals.

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Engineer Review Stamp Designations

All designations indicate review for general conformance with construction documents:

Designation	Meaning
No Exceptions	No items conflict with the construction documents; no resubmittal required.
Exceptions Noted	Items conflict with construction documents; revisions needed before "For Construction" submittal.
Revise and Resubmit	Significant conflicts with construction documents; resubmittal required "For Review".
Not Reviewed	Submittal is not structural.
For Information Only	Submittal does not require review; filed for record.
Impact to Structure	Reviewed only for structural impact.

Inspections and Testing Requirements

| Revise and Resubmit | Significant conflicts with construction documents; resubmittal required "For Review". |

Construction or work requiring a permit must remain accessible and exposed for inspection until it has been approved by the building official. Required testing and inspections include, but are not limited to, the following:

Foundation Inspection

• Timing: After excavations for footings are complete and any required reinforcing steel is in place.

• Concrete Foundations:

  • Required forms must be in place prior to inspection.
  • Materials for the foundation must be on-site, except when using ready-mixed concrete in accordance with ASTM C94, which does not need to be on-site.

Concrete Slab and Under-Floor Inspection

• Timing: After placement of in-slab or under-floor reinforcing steel, building service equipment, conduit, piping, accessories, and other ancillary items—but before concrete is placed or floor sheathing/subfloor installed.

Framing Inspection

• Timing: After the roof deck or sheathing, all framing, fireblocking, and bracing are in place.

• Additional Requirements:

  • All pipes, chimneys, and vents to be concealed must be complete.
  • Rough electrical, plumbing, heating wires, pipes, and ducts must be installed and approved.

Special Inspections

• Refer to the Statement of Special Inspection for required structural special inspections.

Additional Inspections

• Any additional inspections required by the structural engineer are referenced in the project specifications.

Concrete Reinforcement Requirements

Detailing Standards

• All detailing of reinforcing bars and accessories shall conform to:
  • ACI Detailing Manual (ACI 315 and SP-66)

Material Standards

• Reinforcing bars shall conform to ASTM A615, Grade 60, with supplementary requirements.

Placement Drawings

• Complete reinforcing placement drawings, prepared per ACI 315, shall be:
  • Reviewed by the engineer
  • Available on the job site prior to and during concrete placement

Support and Chairs

• All reinforcing steel shall be supported at designed depth using plastic or metallic chairs, spaced 48 inches on center in all directions.
• Alternate chair systems may be used only if submitted in writing and approved by the Engineer of Record (EOR).

Hooks, Development, and Splices

• End hooks, development lengths, and splices shall conform to ACI 318 requirements.
• Reinforcement may be placed in bundles of no more than two bars, with a minimum clear distance of 3 inches between bundles or tendons.

Concrete Cover

• Concrete cover not specified on drawings shall comply with ACI 318. Minimum coverage requirements:

Condition	Minimum Cover
Concrete cast against and permanently exposed to earth	3"
Concrete exposed to earth or weather	No. 6 and larger: 2" No. 5 and smaller: 1½"
Concrete not exposed to weather or in contact with ground	¾"

Lap Splices

• Unless noted otherwise (UNO):
  • Lap splices of reinforcement in ground-supported elements (grade beams, footings, mat foundations) shall be a minimum of 48×Ø, where Ø = bar diameter.
  • Reinforcement in elevated structures shall follow the typical lap splice detail.

Concrete Specifications

General

• All concrete work shall conform to the latest edition of ACI 301 – Specifications for Structural Concrete, unless otherwise noted (UNO) in these construction documents.

Mix Design

• All concrete mixes shall be designed by a qualified registered engineer. Mix design data must comply with either field experience or the trial mixture method per ACI 301/318.

• Mix proportions shall:

  1. Ensure workability and consistency for proper placement around reinforcement and in forms without segregation or excessive bleeding.
  2. Meet the required exposure conditions.
  3. Meet or exceed the required f'c.
  4. Not exceed the maximum water/cement (w/c) ratio.

• The contractor shall indicate the planned placement method for each concrete mix.

• Retempering (adding water on-site) is prohibited unless the special inspector is present to verify compliance with the w/c ratio and design slump. The ready-mix supplier must provide the maximum water withheld at the plant. Concrete exceeding these limits shall be rejected.

• Slump tests shall be performed at the point of placement, except when:

  • The point of delivery is the same as the point of placement, or
  • The contractor has an approved correlation between fresh concrete properties at delivery and placement.

• Air-entrained concrete shall not be used in normal-weight floor slabs intended for hard-troweled finishes.

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Concrete Materials

Hydraulic Cement:

• ASTM C150 Type I or Type III, unless otherwise specified.

Fly Ash:

• May replace a portion of Portland cement with approval from the architect and structural engineer.
• Must comply with ASTM C618 Class C or F.
• Maximum replacement amounts are provided in the concrete table.

Normal-Weight Aggregate:

• Must comply with ASTM C33.
• Material certificates from the supplier must be submitted with the concrete mix design.
• River rock or pea stone aggregates are not allowed.

Water:

• Must comply with ASTM C1602.

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Chloride Ion Limits

• To protect reinforcement from corrosion, maximum water-soluble chloride ion concentrations in hardened concrete (28–42 days), contributed from all ingredients, must not exceed limits shown in the concrete table.

Placement

• Concrete shall be placed carefully to avoid displacing reinforcement.
• Proper vibration is required, especially around post-tensioned anchorages and congested areas (e.g., column joints).
• Placement shall be completed within 90 minutes of adding mixing water, per ASTM C94.
• Tolerances shall conform to the latest edition of ACI 117 – Specifications for Tolerances for Concrete Construction and Materials.

Concrete Table – Interior Slabs on Ground

Element	f'c (psi)	Exposure Category	Max CL	Max Fly Ash	Max W/CM Ratio	Max Coarse Aggregate Size	Min Air Content
Interior Slabs on Ground	3,500	F0,S0,P(W)0,C1	0.30	20%	0.45	1"	N/A

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Finishing

• Bull floating shall be completed before accumulation of bleed water on the surface.
• Final finishing should only begin after the bleed water has evaporated and the surface sheen disappears.
• Wet trowelling may weaken the surface and cause crazing and dusting.
• Follow architectural requirements for final finishing (e.g., steel trowel, broom finish).

8. Bleed Water Management

• Bleed water (free water at the surface) must be removed to avoid dilution of cement near the surface, which reduces strength.
• Methods include dragging the surface with a garden hose.

9. Control Joints

• Saw-cut control joints, if required, shall be made as soon as the concrete can support the weight of workers and equipment.

10. Curing

• Slabs must be cured for minimum 7 days immediately after finishing:
  1. Curing Compound: Apply a water-based dissipating resin type that breaks down after ~4 weeks. Must conform to ASTM C309 Type O or 1D, Class B. Apply in two coats at right angles for complete coverage.
  2. Wet Cure: Keep the surface continuously wet after finishing.

11. Cracking

• All concrete will crack, even with proper design and construction.
• Plastic shrinkage cracks occur within the first few days; they may widen up to 50% of final size within ~30 days and continue to develop for up to one year.
• Cracks smaller than 0.06" are usually inconsequential.
• Cracks wider than 0.06" may indicate issues with mix, placement, finishing, or curing and may require epoxy repair or replacement.

Causes of plastic shrinkage cracks: Rapid drying due to hot weather, high wind, low humidity, or delayed curing application.

12. Water Addition on Site

• No water shall be added to mix trucks in excess of the volume withheld by the ready-mix supplier.
• Before adding water, confirm that the slump is below tolerance and the ready-mix supplier had indicated the withheld water volume.

Floor Flatness and Levelness Specifications

Overall Flatness and Levelness (SOF_F / SOF_L)

• The specified overall flatness (SOF_F) and overall levelness (SOF_L) values shall conform to the table below, based on the floor surface classification and slab category:

Classification	SOFF	SOFL	Typical Applicability
A. Conventional	20	15	Nonpublic areas, mechanical rooms, slabs with thick-set tile or topping, parking structures
B. Moderately Flat	25	20	Carpeted areas
C. Flat	35	25	Industrial slabs, exposed slabs in public spaces, slabs to receive thin-set flooring
D. Very Flat	45	35	Ice or roller rinks, gymnasium floors scheduled to receive wood playing floors
E. Super Flat	60	40	Movie or television studios

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Minimum Local Flatness and Levelness (MLF_F / MLF_L)

• Minimum local flatness (MLF_F) and levelness (MLF_L) shall be 3/5 of the SOF_F and SOF_L values, unless noted otherwise.
  • For industrial slabs, MLF_F = 23 and MLF_L = 17.
• The MLF_F and MLF_L values apply to the smallest areas defined by:
  1. Column lines and half-column lines, or
  2. Construction and contraction joints, whichever results in smaller areas.

Applicability of Tolerances

• SOF_L and MLF_L tolerances apply only to:
  • Level slabs-on-ground, or
  • Level, uncambered suspended slabs that are shored to prevent deflection from placement until measurement.

Sloped Slabs

• Slabs specified to slope shall have a tolerance of ±3/8" in 10 feet at any point from the specified slope.

Structural Steel Specifications

General

Fabrication and Erection

• All structural steel shall be fabricated and erected in accordance with the latest edition of AISC 360 – Specification for Structural Steel Buildings.

Protection

• Steel within permanently conditioned, non-corrosive spaces inside the building envelope does not require shop painting unless exposed to the elements for one year or more during construction.

• Steel in unconditioned spaces or outside the building envelope must be either:

  • Hot-dip galvanized, or
  • Painted with zinc-rich paint.
    The contractor shall prepare steel according to the selected protection method.

• Galvanization Requirements:

  • Steel members, fabrications, and welded assemblies shall be galvanized after fabrication via hot-dip in accordance with ASTM A123.
  • Zinc coating weight shall meet ASTM A123 or ASTM A386 (“Weight of Coating”) requirements.
  • Field-welded portions of galvanized assemblies shall be repaired with zinc-rich corrosion-resistant paint.
  • Closed shapes (e.g., tubes, pipes) requiring holes for fabrication shall have the hole filled with weld material and repaired after galvanization, or sealed with exterior-grade sealant.

Fireproofing

• Steel members to receive fireproofing shall not be primed or painted.
• Fireproofing thickness shall be increased for members not meeting minimum UL-rated sizes or for unrestrained members, per the UL Fire Resistance Directory – Volume 1.

Camber

• Beams shall be cambered upward where indicated in the contract documents.
• If no camber is shown, any mill camber shall be detailed upward.

Notifications and Penetrations

• Notify the structural engineer of misfabricated steel prior to erection.
• Penetrations shall not be cut unless shown on the drawings or approved by the engineer.

Materials

• All hot-rolled steel plates, shapes, and bars shall be new and conform to ASTM A6 (latest edition).

Member Type	Specification
W-Shapes	A992
Channels, Angles, Plates	A36
Rectangular HSS	A500, Gr. C (Fy = 50 ksi)
Round HSS	A500, Gr. B (Fy = 42 ksi)

Submittals

• Structural steel submittals must be accompanied by the SDS/2 or Tekla model for visual reference to the shop drawings.
• Shop drawings must comply with the AISC Code of Standard Practice.

Connections

Connection Design

• All steel connections not fully detailed in the drawings shall be designed by a contractor-hired connection engineer who is a licensed professional in the project state.
• Connection details shown are conceptual; the final design, including plate/angle thickness and bolt quantity, is the responsibility of the connection engineer.

Structural Bolts

• Conform to ASTM A325 Type 1, unless noted otherwise.

Threaded Rods

• Conform to ASTM F1554 Gr. 55 S1.

Welding

• Electrodes shall conform to:

  • SMAW – E70XX
  • SAW – F7XX-EXX
  • GMAW – ER70S-X
  • FCAW – E8XT-X

• Field welds must be performed by certified welders under continuous special inspector supervision.

• Shop welds must be executed in a fabrication shop certified by the AHJ.

Anchor Rods

• Conform to ASTM F1554, typical size 3/4" Ø, embedded min. 1'-0", with heavy hex nut unless noted otherwise.
• Grade 55 S1 unless otherwise specified.

Grout

• Use non-metallic, non-shrink grout with minimum compressive strength 6,000 psi when bearing on ≤3,000 psi concrete.

Splicing

• Steel splicing not shown on drawings is prohibited without EOR approval.

Headed Concrete Stud Anchors (HSA)

• Use Nelson or KSM anchors (or approved alternative), per ASTM A108, Grades C-1010 to C-1020.
• Anchors shall be automatically end-welded using suitable shop or field welding equipment.

Deformed Bar Anchors (DBA)

• Use Nelson or KSM anchors (or approved alternative), made from cold-drawn wire per ASTM A496, minimum yield 70 ksi.
• Anchors shall be automatically end-welded per manufacturer recommendations.

Fillet Weld Sizes (Minimum, unless noted)

Thinner Material Thickness (T)	Fillet Weld Size
3/16"	3/16"
1/4"	3/16"
5/16"	1/4"
3/8"	5/16"
7/16"	3/8"
1/2"	7/16"
3/4"	1/2"
>3/4"	5/8"

Wood Framing Specifications

General

• Wood framing sizes, firestops, anchorage, furring, and connectors not shown on the construction documents shall, at a minimum, adhere to prescriptive design requirements per the building code.

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Structural Lumber – Permanently Conditioned Spaces

Structural lumber in permanently conditioned spaces shall meet or exceed the following grades, species, and product lines:

Studs

• Stud grade Southern Yellow Pine
• Stud grade Douglas Fir-Larch
• Vertical studs may use certified finger-jointed Hem-Fir, Southern Pine, or Douglas Fir
  • HRA (Heat Resistant Adhesive) required for studs in fire-resistance rated assemblies.

Joists

• No.2 grade Southern Yellow Pine
• No.2 grade Douglas Fir-Larch

Laminated Veneer Lumber (LVL) – Beam/Header/Girder

• Weyerhaeuser 2.0E Microlam LVL
• Boise Cascade Versa-Lam 2.0E, 3100Fb

Glued Laminated (Glulam) – Beam/Header/Girder

• 3½" & 5½" wide: Anthony Power Beam 3000Fb – 2.1E – 300Fv
• 7" wide: Anthony Power Beam 2800Fb – 2.1E – 300Fv

Rafters

• No.2 grade Southern Yellow Pine
• No.2 grade Douglas Fir-Larch
• No.2 grade Structural Finger-Jointed Hem-Fir, Southern Pine, or Douglas Fir
  • HRA designation required in fire-rated assemblies.

Posts

• Dimensional lumber/timbers: No.2 grade Southern Yellow Pine or Douglas Fir-Larch
• Parallel Strand Lumber (PSL): TrusJoist 1.8E Parallam PSL posts

Plates

• No.3 grade Southern Yellow Pine
• No.3 grade Douglas Fir-Larch

Blocking

• No.3 grade Southern Yellow Pine
• No.3 grade Douglas Fir-Larch

Structural Lumber – Non-Permanently Conditioned Spaces

Dimensional Lumber

• Same species and grades as above, pressure-treated.

Glued Laminated (Glulam) Beams/Headers/Girders

• Power Preserved Glulam Beam (24F-V5M1/SP) treated with:
  • CopperGuard at 0.04 pcf, or
  • Clear-Guard at 0.055 pcf

Wood Structural Panels

General

• Used for siding, roof/wall sheathing, subflooring, diaphragms, and built-up members.

• Shall be APA performance-rated per DOC PS 1, DOC PS 2, or ANSI/APA PRP 210.

• Panels must display grade, bond classification, and performance category by an approved grading agency.

• Performance category value shall be used as nominal panel thickness. Panel Types

• Subfloor: 23/32" APA-rated Sturd-I-Floor, 24" o.c., Exposure 1

• Sheathing/Decking: 7/16" APA-rated sheathing, 32/16, Exposure 1 (unless noted otherwise, see shear wall schedule)

Exterior Exposure

• Panels permanently exposed outdoors must be exterior type, except roof sheathing exposed on underside may be Exposure 1 type.

Moisture and Drying

• All lumber shall be kiln-dried to a maximum moisture content of 19%.

Glued Laminated (Glulam) Members

• Shall comply with ANSI A190.1 and ASTM D3737.
• Typical manufacturer: Anthony Power Beam, 3000Fb – 2.1E.

Lumber Identification

• All lumber shall bear the grade mark from a grading or inspection agency accredited per DOC PS 20.

Preservative Treatment and Fasteners

• All wood in contact with concrete or exposed to weather must be preservative-treated.
• All fasteners (anchor bolts, power-actuated fasteners, nails, clips, hangers) attached to treated wood must be approved for the environment.

Nails and Staples

• Shall conform to ASTM F1667.
• Minimum average bending yield strengths:

| Shank Diameter | Minimum Bending Yield Strength | | | | | 0.177 – 0.254" (4.50 – 6.45 mm) | 80 ksi (551 MPa) | | 0.142 – 0.177" (3.61 – 4.50 mm) | 90 ksi (620 MPa) | | 0.099 – 0.142" (2.51 – 3.61 mm) | 100 ksi (689 MPa) |

Fasteners for Fire-Retardant Treated Wood

• Must be hot-dipped galvanized steel or stainless steel.

Wood Truss Specifications

Design

• Trusses shall be designed by the truss manufacturer in accordance with:

  • Truss Plate Institute (TPI) – National Design Standard for Metal Plate Connected Wood Truss Construction (ANSI/TPI 1-2014)
  • International Building Code (IBC §2303.4)

• The design shall include:

  • All temporary and permanent bracing. Temporary bracing may remain in place if it does not interfere with architectural requirements.

Submittals

• The truss manufacturer shall prepare a truss submittal package including:

  • Product data
  • Shop drawings

• Submittal process:

  • Manufacturer submits package to the contractor.
  • Contractor reviews and approves.
  • Contractor forwards package to the architect/engineer for review of general conformance with structural drawings.
  • Submittals must be prepared, signed, and sealed by an engineer licensed in the project state.

• Package content:

  A. Product Data

  • ICC approval for framing members and fasteners designed by others

  B. Shop Drawings (include at minimum):

  • Project name, location, and building code reference
  • Layouts, including temporary and permanent bridging
  • Truss profiles showing all joints, bearing points, deflection ratios, and reactions
  • Blocking requirements
  • Required bearing widths
  • Number of plies if >1
  • Lumber species and grade
  • Plate size, gauge, and location
  • Truss-to-truss hardware requirements
  • Name and trademark of plate manufacturer and truss fabricator
  • Camber

  C. Calculations

  • Building code reference
  • Design loads
  • Stress reduction factors for plates

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Drag Trusses

• Stress reduction factors for plates
• Drag trusses shall be provided above and below all interior shear walls.
• Design must support an allowable linear load equal to that of the shear wall.
• If shear walls exist above and below, the larger allowable shear load shall apply.

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Truss Restraint and Bracing

• Restraint/bracing shall comply with BCSI-B3 (permanent restraint/bracing of chords and web members) unless noted otherwise.

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Truss Deflection Limits

Truss Type	Live Load Limit	Total Load Limit
Floor Trusses	L/360	L/240
Pitched Roof Trusses	L/240	L/180
Shallow Roof Trusses (≤ 4:12)	L/360	L/240

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Camber

• Camber shall be built into roof trusses to compensate for vertical deflection.
• Maximum camber occurs at mid-span.

Example:

• Pitched roof truss: Camber = 1.0 × actual dead load deflection

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Trusses Spanning ≥ 60 Feet

• The truss manufacturer shall contract with a qualified registered design professional for:

  • Design of temporary installation restraint/bracing
  • Design of permanent individual truss member restraint/bracing

Wood Shrinkage

General

• All building designs must account for wood shrinkage as framing dries.
• Wood continues to shrink until it reaches its equilibrium moisture content (EMC), typically 8–12% moisture content for most U.S. structures.
• The contractor shall prepare and enforce a moisture control plan to minimize water in wood framing.
• Drywall installation is prohibited until all wood framing has a moisture content below 15%.

Construction Considerations

• Contractors must understand framing tolerances, shrinkage, and interactions with dissimilar materials.
• Rough openings in exterior walls shall be upsized approximately 1/2" to accommodate shrinkage.
• Provide 1/8" wide gaps between sheathing panels.
• Plumbing systems must accommodate differential vertical movement:
  • Include vertical expansion joints
  • Allow gaps around horizontal runs
  • Avoid horizontal runs within load-bearing studs

3. Moisture Control During Construction

• Take precautions to limit moisture exposure of lumber.
• If lumber becomes wet, dry it to ≤15% moisture content before installing finishes.

4. Estimated Wood Shrinkage

• Assumes all lumber is Southern Pine with initial moisture content of 19% and final moisture content of 10%.