|
BUILDING CODE & REFERENCE STANDARDS: The "International Building Code" (IBC), 2015 Edition, as adopted and modified by the City of Everett,
<br />Washington, governs the design and construction of this project. Reference to a specific section in the Code does not relieve the contractor from
<br />compliance with the entire materials reference standards noted below. The latest edition of the materials reference standards shall be used.
<br />SCOPE OF STRUCTURAL WORK: The structural scope of work involves the repair to structural damages in existing entry and egress stair structures at
<br />a series of apartment buildings.
<br />DEFINITIONS: The following definitions apply to these general notes:
<br />® "Structural Engineer of Record" (EOR) - The Structural Engineer who is legally responsible for stamping & signing the structural documents
<br />for the project. The FOR is responsible for the design of the aspects of the Primary Structural System impacted by this project.
<br />® "Specialty Structural Engineer" (SSE) - A licensed professional Engineer, not the EOR, who performs specialty structural engineering
<br />services necessary to complete the structure, who has experience and training in the specific specialty. The General Contractor,
<br />subcontractor, or supplier who is responsible for design, fabricationan ' pp p h d installation of specialty engineered elements shall retain the
<br />SSE. Submittals shall be stamped and signed by the SSE. Documents stamped and signed by the SSE shall be completed by or under the
<br />direct supervision of the SSE with a PE or SE license issued by the State of Washington.
<br />® "Deferred Submittals - Deferred Submittal is engineering work to be designed -by -others or bidder -designed.
<br />NOTE PRIORITIES: Notes on the individual drawings shall govern over these general notes.
<br />SPECIFICATIONS: Refer to these notes, structural drawings, and architectural drawings which serve as specifications for this project
<br />STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all
<br />details of the work.
<br />ARCHITECTURAL DRAWINGS: Refer to the Architectural drawings for information including, but not limited to: dimensions, elevations, slopes, door and
<br />window openings, stairs, curbs, drains, depressions, railings, waterproofing, finishes and other nonstructural items.
<br />STRUCTURAL RESPONSIBILITIES: The FOR is responsible for the strength and stability of the Primary Structure in its completed state.
<br />CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction and all job -related safety standards such
<br />as OSHA and WISHA. The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary
<br />shoring, bracing and other elements required to maintain stability until the structure is completed. It is the contractor's responsibility to be familiar with the
<br />work required in the construction documents and the requirements for executing it properly.
<br />DISCREPANCIES: In case of discrepancies between these general notes, the contract drawings and specifications, and/or reference standards, the
<br />FOR shall determine which shall govern. Discrepancies shall be brought to the attention of the FOR before proceeding with the work. Accordingly, any
<br />conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price.
<br />SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site prior to fabrication and/or construction. Conflicts between the
<br />drawings and actual site conditions shall be brought to the attention of the FOR before proceeding with the work. All underground utilities shall be
<br />determined by the Contractor prior to excavation or drilling.
<br />ADJACENT UTILITIES: The contractor shall determine the locations of all adjacent underground utilities prior to excavation. Any utility information
<br />shown on the drawings and details is approximate and not necessarily complete.
<br />DESIGN CRITERIA
<br />CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads or the capacity of the partially completed
<br />construction.
<br />DEFLECTIONS:
<br />Floor Total Load Deflection Limit: L/240
<br />Floor Live load Deflection Limit: L1360
<br />LIVE LOADS:
<br />Stairs & Landings 100 PSF OR 300# (4"x4" SQR.)
<br />Balcony Railing & Guardrails (Commercial) 50 PLF OR 200# (TOP RAIL)
<br />Balcony Railings & Guardrails (Components) 50 PSF (12"x12" SQR.) (1)
<br />(1) Component reactions need not be combined with top rail loadings.
<br />SUBMITTALS
<br />SUBMITTALS: Shop Drawings shall be submitted to the Architect/EOR prior to any fabrication or construction for all structural items. The contractor shall
<br />review and place a shop drawings stamp on the submittal before forwarding to the EOR. Submittals shall be made in time to provide a minimum of one
<br />week for review by the EOR. Additional submittals required for this project are specified in the specific sections below. Reference the individual material
<br />section for specific information to be included in the submittal.
<br />ALTERNATES: Product or manufacturer components specified in these drawings are used as the basis of design for this project. Alternates for specified
<br />items may be submitted to the FOR for review. However, contractor shall submit a current ICC-ESR/IAPMO-ER report identifying that an alternative
<br />component has the same or greater load capacity than the specified item.
<br />SHOP DRAWING REVIEW: Review by the Architect/EOR is for general compliance with the design concept and the contract documents. Dimensions
<br />and quantities are not reviewed by the EOR, and therefore, must be verified by the General Contractor. Markings or comments shall not be construed as
<br />relieving the contractor from compliance with the project plans and specifications, nor departures therefrom. The contractor remains responsible for
<br />details and accuracy; for confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and
<br />for performing work in a secure manner. When shop drawings (component design drawings) differ from or add to the requirements of the Structural
<br />drawings they shall be designed and stamped by the responsible SSE. Allow one week for FOR review time.
<br />DEFERRED SUBMITTALS: Per IBC Section 107.3.4.1, drawings, calculations, and product data for the design and fabrication of items that are
<br />designed -by -others shall bear the seal and signature of the Washington State Registered Professional Engineer (SSE) who is responsible for the design
<br />and shall be submitted to the Architect/EOR and the building department for review prior to fabrication. Allow one week for FOR review time.
<br />The SSE shall submit stamped and signed calculations and shop drawings to the FOR for review. Review of the SSE's shop drawings is for general
<br />compliance with design criteria and compatibility with the design of the primary structure and does not relieve the SSE of responsibility for that design. All
<br />necessary bracing, ties, anchorage, and proprietary products shall be furnished and installed per manufacturer's instructions or the SSE's design
<br />drawings and calculations. Submitted drawings shall indicate all reaction forces imparted to the primary structure. Submitted calculations are for cursory
<br />review only and will generally not be returned. Deferred submittals include but are not limited to the following:
<br />Handrails & Guardrails
<br />NON-STRUCTURAL COMPONENTS: Design, detailing and anchorage of all nonstructural components shall be in accordance with ASCE 7-1 0, Chapter
<br />13 and the project specifications. Nonstructural components designed by others shall not induce torsional loading into supporting steel structural
<br />members without additional bracing of those members to eliminate torsional forces. Torsional bracing shall be designed by the nonstructural component
<br />designer and approved by the EOR. Anchorage to the primary structure is per the bidder -design contractor or supplier.
<br />INSPECTIONS: All construction is subject to inspection by the Building Official in accordance with IBC Sec 110. The contractor shall coordinate all
<br />required inspections with the Building Official. Submit copies of all inspection reports to the Architect/EOR for review. The Building Official may accept
<br />inspection of and reports by approved inspection agencies in lieu of Building Official's inspections. The contractor shall obtain approval of Building
<br />Official to use the third -party inspection agency and contractor shall alert the Architect/EOR as such.
<br />PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to the inspection requirements of the same material or construction
<br />type used for this project.
<br />STRUCTURAL OBSERVATIONS: When required by the provisions of Section 1704.6.1 or 1704.6.2, the Owner or the Owner's authorized agent shall
<br />employ the FOR to perform structural observations. Structural observations do not include or waive the responsibility for the inspections in Section 110
<br />or the special inspections in Section 1705 or other sections in the code.
<br />The following structural observations are required to be completed by the FOR during construction. The FOR is to be notified when elements listed
<br />below are substantially complete and ready for observation. Contact the FOR a minimum of (2) business days prior to covering the work .
<br />® Substantial completion of Floor Framing Repairs
<br />STRUCTU L STEEL .
<br />DESIGN STANDARDS: Structural steel for this project is designed in accordance with the latest edition of the AISC Steel Construction Manual
<br />REFERENCE STANDARDS: Conform to:
<br />(1) AISC "Code of Standard Practice for Steel Buildings & Bridges."
<br />(2) RCSC "Specification for Structural Joints using ASTM A325 or A490 Bolts."
<br />(3) AWS DI .1 "Structural Welding Code -Steel."
<br />SUBMITTALS:
<br />(1) Submit shop drawings in accordance with AISC Specification Sec M1 "Shop and Erection Drawings."
<br />Bars & Plates ASTM A36, Fy = 36 ksi
<br />CAST -IN -PLACE CONCRETE
<br />FIELD REFERENCE_: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard Specifications for Structural Concrete (ACI
<br />301) with Selected ACI and ASTM References."
<br />CONCRETE MIXTURES: Conform to ACI 318 Chapter 19 "Concrete: Design and Durability Requirements"
<br />MATERIALS: Conform to ACI 318 Chapters 19 & 20.
<br />SUBMITTALS: Provide all submittals required by ACI 301 See 4.1.2. Submit mix designs for each mix in the table below.
<br />TABLE OF MIX DESIGN REQUIREMENTS
<br />Member Strength Test Age Maximum Exposure Max Minimum
<br />Type/Location (psi) (days) Aggregate Classification W/C Ratio Air Content
<br />"Porches, carports, steps exposed to 3000 28 V F3, C2 0.40 4.5%
<br />Weather & garage slabs on grade
<br />Foundations - residential footings 3500 28 1" F1, CO 0.50 4.5%
<br />& stem walls below grade
<br />MIX DESIGN NOTES:
<br />1 WIC Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious materials. Ratios not shown in the table above
<br />O 9
<br />are controlled by strength requirements.
<br />(2) Cementitious Content: The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 301 Sec 4.2.2 9b. Maximum amount of fly
<br />ash shall be 20% of total cementitious content unless reviewed and approved otherwise by EOR.
<br />(3) Air Content: Conform to ACI 301 See 4.2.2.4. Horizontal exterior surfaces in contact with the soil require entrained air. Use Exposure Category
<br />FO, SO, WO, and CO unless noted otherwise. Tolerance is +/-1.5%. Air content shall be measured at point of placement.
<br />(4) Exposure Classification: The mix design provided shall meet the requirements of ACI 318 Chapter 19, based on the exposure classification
<br />indicated in the table above.
<br />(5) Slump: Unless otherwise specified or permitted, concrete shall have at the point of delivery, a slump of 4" +I- 1". For additional criteria,
<br />reference ACI 301 Sec 4.2.2.2.
<br />FORMWORK: Conform to ACI 301 Sec 2 "Formwork and Form Accessories." Removal of Forms shall conform to Sec 2.3.2 except strength indicated in
<br />Sec 2.3.2.5 shall be 0.75 fc.
<br />MEASURING, MIXING, AND DELIVERY: Conform to ACI 301 Sec 4.3.
<br />HANDLING, PLACING, CONSTRUCTING, AND CURING: Conform to ACI 301 Sec 5.
<br />CONSTRUCTION JOINTS: Conform to ACI 301 See 2.2.2.5, 5.1.2.3a, 5.2.2.1, and 5.3.2.6. Construction joints shall be located and detailed as on the
<br />construction drawings. Use of an acceptable adhesive, surface retarder, Portland cement grout, or roughening the surface is not required unless
<br />specifically noted on the drawings. Where shear bond is required, roughen surfaces to 1/4" amplitude.
<br />EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors
<br />and other structural and non-structural embedded items before
<br />placing concrete. Contractor shall refer to mechanical, electrical, plumbing, and architectural drawings and coordinate all other embedded items.
<br />GROUT: Consult Simpson Strong -Tie Catalog for description of grouts listed below.
<br />Anchor Bolts and Rebar. Use Simpson SET-XP (greater than 40F) epoxy adhesive grout or Simpson Acrylic -Tie Adhesive AT-XP (less than 40F).
<br />BONDING AGENT: Use Master Builders Concresive Liquid (LPL). Apply in accordance with manufacturer's instructions.
<br />JOINT COMPOUND: Provide acid resistant silicone caulk where noted on the drawings. Submit product data for review.
<br />LEAN CONCRETE BACKFILL: Conform to recommendations of ACI 229R "Controlled Low Strength Materials (CLSM)" for mixing and placing lean
<br />concrete backfill shown on the drawings. Use 100 PSI mix. Use standard slump test to verify flowability. Test in accordance with ASTM D4832-88
<br />"Preparation and Testing of Soil -Cement Slurry Test Cylinders."
<br />TESTING AND ACCEPTANCE:
<br />Testing: Obtain samples and conduct tests in accordance with ACI 301 Sec 1.6.4.2. Additional samples may be required to obtain concrete strengths at
<br />alternate intervals than shown below.
<br />® Cure 4 cylinders for 28-day test age. Test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in reserve for use as the FOR
<br />directs. After 56 days, unless notified by the FOR to the contrary, the reserve cylinder may be discarded without being tested for specimens
<br />meeting 28-day strength requirements.
<br />Acceptance: Strength is satisfactory when:
<br />® The averages of all sets of 3 consecutive tests equal or exceed the specified strength. No individual test falls below the specified strength by
<br />more than 500 psi. A "test" for acceptance is the average strength of the two cylinders tested at the specified test age.
<br />CONCRETE REINFORCEMENT
<br />REFERENCE STANDARDS: Conform to:
<br />(1) ACI 301 "Standard Specifications for Structural Concrete."Sec 3" Reinforcement, and Reinforcement Supports."
<br />(2) IBC Chapter 19, Concrete.
<br />(3) ACI 318 and ACI 318R.
<br />(4) ACI SP-66 "ACI Detailing Manual" including ACI 315 "Details and Detailing of Concrete Reinforcement."
<br />SUBMITTALS: Conform to ACI 301 Sec 3.1.1 "Submittals, data, and drawings." Submit placing drawings showing fabrication dimensions and locations
<br />for placement of reinforcement and reinforcement supports.
<br />MATERIALS:
<br />Reinforcing Bars ASTM A615, Grade 60, deformed bars.
<br />Weldable Reinforcing Bars ASTM A706, Grade 60, deformed bars.
<br />Smooth Welded Wire Fabric ASTM A185
<br />Bar Supports CRSI MSP-2, Chapter 3 "Bar Supports."
<br />Tie Wire 16.5 gage or heavier, black annealed.
<br />FABRICATION: Conform to ACI 301, Sec 3.2.2 "Fabrication," and ACI SP-66 "ACI Detailing Manual."
<br />WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Sec 3.2.2.2. "Welding" and provide ASTM A706, Grade
<br />60 reinforcement.
<br />PLACING: Conform to ACI 301, Sec 3.3.2 "Placement." Placing tolerances shall conform to Sec 3.3.2.1 "Tolerances."
<br />CONCRETE COVER: Conform to the following cover requirements from ACI 301, Table 3.3.2.3.
<br />Concrete cast against earth 3"
<br />Concrete exposed to earth or weather (#5 & smaller) 1-1/2"
<br />SPLICES & DEVELOPMENT LENGTH: Conform to ACI 301, Sec 3.3.2.7. Refer to Lap Splice & Development Schedule for 3000 psi concrete below.
<br />Lap all continuous reinforcement and corner bars per Schedule. The splices and development lengths indicated on individual sheets control over the
<br />schedule. Use Class B splices unless otherwise noted. Mechanical connections may be used when approved by the EOR.
<br />LAP & DEVELOPMENT SCHEDULE (Concrete strength fc = 3000)
<br />Bar Designation Lap Length Ls Development Length Ld
<br />#4 32" 24"
<br />WWF 8" on all sides and edges
<br />WELDING: Conform to AWS D1.1. Welders shall be certified in accordance with AWS and WABO requirements. Use E70 electrodes of type required for
<br />materials to be welded.
<br />FABRICATION/ERECTION: Conform to AISC Specification Sec M2 "Fabrication," AISC Code Sec 6 "Fabrication and Delivery" and AISC Code Sec 8
<br />"Quality Control." The fabricator and erector shall maintain a quality control program to the extent deemed necessary so that all of the work is performed
<br />in accordance with this Code, the AISC Specification, contract documents, and project specifications.
<br />SHOP PAINTING: Conform to AISC 360, AISC Specification Sec M3, and AISC Code Sec 6.5. Do not paint steel to be embedded in concrete,
<br />fireproofed, or concealed by the interior building finish. All other interior steel shall be painted with one coat of grey shop primer. All exposed exterior
<br />steel shall be painted with an exterior multi -coat system as per the Architect or project specifications or galvanized per section below. Field touch-up
<br />painting shall be with primer for exposed interior surfaces and as per the Architect or project specifications for exposed exterior surfaces.
<br />GALVANIZING: Where required, all exposed steel outside the building envelope shall be hot -dipped galvanized. Apply field touch-ups per project
<br />specifications.
<br />REFERENCE STANDARDS: Conform to
<br />(1) AA ASM 35 and part 1A and I of "The Aluminum Design Manual."
<br />(2) "Aluminum Standards and Data."
<br />MATERIALS:
<br />Extruded Shapes Aluminum Alloy 6005-T5
<br />Plates & Angles Aluminum Alloy 6061-T6
<br />Aluminum Bolts Aluminum Alloy 2024 T-4 Anodized
<br />Weld filler Materials Aluminum Alloy 5356
<br />MISCELLANEOUS HARDWARE: (bolts, lag screws, nuts) shall be type 3041 or type 3161 stainless steel, and shall be isolated from contact with
<br />aluminum with non -conducting sleeves, coatings, or other approved mechanism.
<br />CONTACT: Aluminum surfaces in contact with dissimilar materials shall be provided with galvanic separation. All aluminum components in contact with
<br />concrete shall be coated with an asphalt -based epoxy, such as "hi -mil Sher -tar epoxy" by Sherwin-Williams, or approved equal.
<br />WELDING: Conform to AWS D1.2 "Structural Welding Code." Welders shall be certified in accordance with AWS requirements. When fillet weld size is
<br />not indicated, provide maximum weld size of the material thickness in accordance with the latest edition of the "Aluminum Design Manual" by the
<br />aluminum association.
<br />WOOD FRAMING
<br />REFERENCE STANDARDS: Conform to:
<br />(1) IBC Chapter 23 "WOOD."
<br />(2) NDS and NDS Supplement - "National Design Specification for Wood Construction"
<br />ALTERNATES: Alternates for specified item may be submitted to the FOR for review. Contractor shall submit a current ICC-ESR/IAPMO-ER report
<br />identifying that an alternative component has the same or greater load capacity than the specified item.
<br />IDENTIFICATION: All sawn lumber and pre -manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the
<br />certifying agency.
<br />Sawn Lumber: Conform to grading rules of WWPA, WCLIB, or NLGA. Finger jointed studs acceptable at interior non-structural walls only.
<br />Member Use Size Species Grade
<br />Studs & Plates 2x4,3x4,2x6,3x6 HF No. 2
<br />Posts 44,4448 HF No. 2
<br />Joists 2x6 -- 2xl2 DF No. 2
<br />Beams 48 -- 412 DF No. 2
<br />Beams 6x8 -- 6x12 DF No. 1
<br />Posts 6x6, 8x8 DF No. 1
<br />Wood Structural Sheathing (Plywood): Wood APA-rated structural sheathing includes: all veneer plywood, oriented strand board, waferboard,
<br />particleboard, T1-11 siding, and composites of veneer and wood based material. Conform to Product Standards PS-1-95 and PS-2-92 of the U.S. Dept.
<br />of Commerce and the American Plywood Association (APA)
<br />Minimum APA Rating
<br />Location Thickness Span Rating Plywood Grade Exposure
<br />Floor 23/32" T&G 24 OC Sturd-I-Floor 1
<br />Walls 15/32" 32/16 C-D 1
<br />Joist Hangers and Connectors: Simpson Strong -Tie Company Inc. as specified in their latest catalogs was used as the basis of design for this project.
<br />Alternate connectors by other manufacturers may be substituted provided they have current ]CC-ESR/IAPMO-ER approval for equivalent or greater load
<br />capacities and are reviewed and approved by the FOR prior to ordering. Connectors shall be installed per the manufacturer's instructions. Where
<br />connector straps connect two members, place 1/2 of the nails or bolts in each member. Nail straps to wood framing as late as possible in the framing
<br />s t allow the wood to shrink and the building to settle.
<br />process to g
<br />Nails and Staples: Conform to IBC Sec 2303.6 "Nails and Staples." Unless noted on plans, nail per IBC Table 2304.10.1. Unless noted otherwise all
<br />nails shall be common. Nail sizes specified on the drawings are based on the following specifications:
<br />COMMON NAILS
<br />Size Length Diameter
<br />8d 2-1/2" 0.131"
<br />10d 3" 0.148"
<br />16d 3-1/2" 0.162"
<br />16d Sinker 3-1/4' 0.148"
<br />Lag Bolts/Thru-Bolts: Conform to ASTM A307. Provide plate washers under the heads and nuts of all bolts and lag screws bearing on wood.
<br />Engineered Wood Products (EWP): The following materials are based on lumber manufactured by TrusJoist by Weyerhaeuser. Trus-Joist by
<br />Weyerhaeuser was used as the basis of design for this project. Alternate products by other manufacturers may be substituted provided they have current
<br />ICC-ESR/IAPMO-ER approval for equivalent or greater load and stiffness properties and are reviewed and approved by the EOR.
<br />a) Parallel Strand Lumber (PSL): Conform to ICC ES Report No. ESR-1387, CCMC Report No. 11161-R, or NES Report No. NER-481. Use
<br />2.2E unless noted otherwise.
<br />NAILING REQUIREMENTS: Provide minimum nailing in accordance with IBC Table 2304.10.1 "Fastening Schedule" except as noted on the drawings.
<br />Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall be driven flush and shall not fracture the surface of sheathing.
<br />MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% except for the pressureAreated wood sill plate.
<br />PRESERVATIVE TREATMENT: Wood materials are required to be "treated wood" under certain conditions in accordance with IBC Sec 2304.12
<br />"Protection against decay and termites." Conform to the appropriate standards of the American Wood -Preservers Association (AWPA) for sawn lumber,
<br />glued laminated timber, round poles, wood piles, and marine piles. Follow American Lumber Standards Committee (AL SC) quality assurance
<br />procedures. Products shall bear the appropriate mark.
<br />METAL CONNECTORS/PT WOOD: All metal hardware and fasteners in contact with pressure treated lumber shall be stainless steel Type 316L. At the
<br />Owner's risk and discretion, hot -dipped galvanized metal hardware and fasteners may be investigated for use in lieu of stainless steel provided that the
<br />finish has a minimum zinc content of at least 1.85 oz./SF and its use is coordinated by the Contractor and Wood Supplier for the expected environment
<br />and moisture exposure for appropriate use based on the method of preservative treatment of the wood.
<br />These guidelines outline provide general recommendations for the repair of untreated structural wood frame members that have limited wood decay and
<br />deterioration due to water infiltration.
<br />Temporary Shoring: Any structural framing that is unstable or suspect of collapse shall be shored immediately. Safety of the occupants are first priority
<br />on the project site. The contractor is responsible for all temporary shoring of the structure.
<br />Determine the magnitude of decay that penetrates into the structural framing members using a small flathead screwdriver or an awl as a test probe.
<br />Expose the wood rot and decay to the fullest extent possible. Structurally competent wood should be resistant to the insertion of the tool.
<br />Remove all decay from the wood framing or structural member
<br />Wood Treatment: All structural framing that has had decay removed or has been exposed to significant moisture (with a moisture content above 19%) or
<br />is currently wet should be treated for both 1. one-time surface growth cleaner and 2. to limit future growth. A good surface treatment cleaner to kill
<br />surface growth should include a 50/50 water/bleach mixture that is spray or roller applied. A second treatment for a longer -term fungicide and growth
<br />inhibitor should then be applied. A wood preservative treatment such as the Woodlife Coppercoat should be generously applied by brush or roller in
<br />accordance with the recommendations of the manufacturer.
<br />Surface Growth: Framing members that have not experienced decay and are structural competent based upon test probing, but exhibit surface growth
<br />may remain in place provided that the mold is removed through chemical treatment.
<br />Replacement: Framing members that require removal and replacement based on the criteria below shall be replaced with new wood framing per the
<br />WOOD FRAMING section of the General Structural Notes. Framing with exterior exposure and/or in contact with concrete shall be pressure -treated. All
<br />metal hardware and fasteners in contact with pressure treated lumber be stainless steel Type 316L. At the Owner's risk and discretion, hot -dipped
<br />galvanized metal hardware and fasteners may be investigated for use in lieu of stainless steel provided that the finish has a minimum zinc content of at
<br />least 1.85 oz. /SF and its use is coordinated by the Contractor and Wood Supplier for the expected environment and moisture exposure for appropriate
<br />use based on the method of preservative treatment of the wood.
<br />Proiect and Framino Soecific Recommendations
<br />Studs
<br />Minor deterioration on the surface of the stud (up to 3/16" deep) will require removal of the surface rot through a mechanical effort treated with an
<br />appropriate fungicide and with a wood preservative. The addition of a matching stud nailed alongside (sistered) with I Od (0.148"-diameter x 3"-long)
<br />common nails @ 12" oc. may be necessary to achieve a plumb surface for proper nailing of sheathing and wallboard.
<br />Significant deterioration to the stud (more than 3116" deep by up to one -quarter of its length) requires sistering or the removal and replacement of the
<br />deteriorated stud. All abutting framing, whether wet or not is to be treated with an approved wood preservative. All studs with significant deterioration at
<br />holdowns must to be addressed by the structural FOR on a case -by -case basis.
<br />Top and Bottom Plates
<br />Replace all plates at bearing walls and/or shearwalls which show signs of deterioration with new material. All framing lumber in contact with concrete
<br />shall be replaced with treated framing with an approved wood preservative. The degree of visible deterioration alone should not determine whether a
<br />plate is to be replaced since the plate can trap water between surfaces where it is not readily visible. If decay is suspected, subsurface explorations
<br />should be performed, or the plate should be removed and replaced.
<br />Splice Sill plates to concrete by butting members together and strapping across the joint with a Simpson LSTA24 strap. Provide a minimum of two 5/8"
<br />diameter anchor bolts in each section of the bottom plate. Provide one bolt within 12" of each end of the sill plate and provide a maximum bolt spacing
<br />of 48" on center.. An acceptable retrofit anchor bolt is a 5/8"-diameter x W-long Simpson TITEN HD with a 3x3 plate washer. Site specific conditions
<br />should be reviewed by the structural EOR.
<br />To and Bottom Plates
<br />ott t s at shearwalls that are replaced are to be strapped to adjacent plates with minimum
<br />p p s pp 1 p e t o m mum Simpson LSTA24. Stagger the splice
<br />location of the double top plates. New sections of top and bottom plates should be plate nailed to the rim joist with 16d (0.1 61 "-diameter x 3.5"-long)
<br />nails at 4" (minimum, or to match existing) on center. Site specific conditions should be reviewed by the structural EOR.
<br />Perimeter Headers and Rim Joists
<br />Minor deterioration on the surface of the rim joist or header (up to 3/16" deep) will require removal of the deteriorated portions, treating the retained
<br />material with a fungicide, an approved wood preservative and infilling the voids as required.
<br />Significant deterioration to the rim joist or header (more than 3/16" into any surface) requires removal and replacement of the deteriorated member.
<br />Refer to the structural plan for replacement members. Consult the structural FOR for specific cases with limited area. All abutting framing, whether wet
<br />or not is to be treated with an approved wood preservative. New section of rim joist should be plate nailed to the at the top and bottom plates with 16d
<br />(0.161 "-diameter x 3.5"-long) nails at 4" (minimum, or to match existing) on center.
<br />Solid Sawn Floor Joists and Beams
<br />Minor deterioration on the surface of the joist or beam (up to 3/16" deep) will require removal of the deteriorated portions, treating the retained material
<br />with a fungicide, an approved wood preservative and infiilling the voids as required.
<br />Significant deterioration to the joist or beam (more than 3116" into any surface) requires removal and replacement of the deteriorated member. Refer to
<br />the structural plan for replacement members. Consult the structural FOR for specific cases with limited area. All abutting framing, whether wet or not is
<br />to be treated with an approved wood preservative.
<br />Plywood Floor, Roof, and Wall Sheathing and Gypsum Wall Sheathing
<br />Deteriorated Floor and Roof Sheathing shall be removed and replaced in minimum 4-ft x 4-fit sections. Provide blocking at new sheathing edges, and nail
<br />both new and existing sheathing to the blocking. Nail sheathing with 8d (0.1 31 "-diameter x 2.5"-long) nails at 6" on center at all edges and 12" on center
<br />at field framing.
<br />Deteriorated Wall Sheathing shall be removed and replaced in minimum 4-ftx4-ft sections. The new and existing sheathing shall be nailed to new
<br />blocking at all panel edges to match the stud depth at the sheathing edges. Nail plywood sheathing with 10d (0.148"-diameter x 3"-long) common
<br />shearwall sheathing nails, to match existing nail size and spacing. Where sheathing edge nail spacing cannot be determined from existing drawings or
<br />existing conditions, use at minimum 10d common nails at 3" on center for floors 1 and 2, and 10d common nails at 4" on center for floors 3 and 4.
<br />DENSGLAS INSTALLATION
<br />® Maximum framing spacing 24" oc
<br />0 Minimum 2x framing
<br />® May be installed parallel or perpendicular to the studs
<br />® Fastener spacing 4" oc at panel edges and 8" oc in field.
<br />0 Nails: 6d cooler nails (0.092" diameter x 1-7/8" long with 1/4" head)
<br />® Fasteners shall be driven flush with the panel surface (not countersunk) and into the framing system.
<br />® Locate fasteners at least 318" from the ends and edges of the sheathing.
<br />® Install sheathing with end joints staggered when installing panels horizontally.
<br />® Ends and edges of the sheathing should fit tightly.
<br />#4 x 26" @ 16"OC W/
<br />EMBED INTO (E) CONC SLAB W/
<br />SIMPSON SET-3G EPDXY, MID -DEPTH -
<br />(N) 41/2" SLAB -ON -GRADE
<br />W/ 6x6 - W1.4xW1.4 WWF
<br />T/SLAB
<br />(MATCH EXIST)
<br />SCALE: N.T.S.
<br />D
<br />U
<br />z
<br />Q
<br />V)
<br />4" EMBED
<br />IV
<br />a
<br />A
<br />a
<br />��)
<br />O -
<br />i —
<br />-I I II I -I I I- !_-
<br />1
<br />r 11111 l_
<br />#4 x 26" L DOWEL W/ 4" EMBED INTO
<br />(E) FOUNDATION W/ EPDXY @ 18"OC
<br />(N) 4'/2" SOG W/
<br />66 - W1.4xW1.4 WWF
<br />T/SLAB
<br />NEW SIB/ EXISTING SLAB/
<br />FOUNDATION T FOUNDATION
<br />d vv
<br />XI, � aa�
<br />0
<br />W
<br />0
<br />w
<br />(E) SLAB -ON -GRADE
<br />TO REMAIN
<br />2001X
<br />(E) SI AB -ON -GRADE
<br />WHERE OCCURS
<br />—_— __—1 .
<br />—_
<br />4"
<br />EMBED
<br />G
<br />`. 4
<br />= i
<br />(E) STEM WAI L & FOOTING
<br />co
<br />F
<br />Of U
<br />CD
<br />C-9
<br />-`�?-.
<br />in E5 ?__1 ,,:, I "�t t�,
<br />61
<br />Jr
<br />11
<br />s11
<br />T, z.
<br />,
<br />11
<br />11,
<br />.� _-
<br />SEAL:
<br />® k
<br />®) WA���
<br />CA
<br />@`
<br />®
<br />377445
<br />'Q� EI
<br />G/ST��
<br />'
<br />0
<br />tn
<br />co
<br />CD
<br />PROJECT #: 17-077
<br />DRAWN BY: TLT
<br />DESIGNED BY: MKW
<br />DATE: DESCRIPTION
<br />10.15.2020 PERMIT SUBMITTAL
<br />JURISDICTIONAL STAMP:
<br />SHEET TITLE:
<br />GENERAL NOTES
<br />SHEET NUMBER:
<br />REFERENCE STANDARDS: Conforms to the latest editions of the following:
<br />(1) ACI 318 "Building Code Requirements for Structural Concrete and Commentary".
<br />(2) IBC Chapter 19.
<br />Special Conditions: Where questions arise regarding the extent of deterioration or the mitigation, the structural FOR will make the final determination.
<br />For unique conditions and areas of significant deterioration the structural FOR is to be contacted to assist in generating detailed recommendations.
<br />SCALE: N.T.S.
<br />s
<br />`� 1
<br />2002x
<br />
|