REVIEWED-RESUB1 BLD2022-1353+STRUCTURAL PLANS+11.6.2022_7.06.40_PM+3205665STRUCTURAL NOTES
GENERAL REQUIREMENTS
BUILDING CODE & REFERENCE STANDARDS: The "International Building Code" (IBC), 2018 Edition, as adopted and modified by the City of
Edmonds governs the design and construction of this project. Reference to a specific section in the Code does not relieve the contractor from
compliance with the entire materials reference standards noted below. The latest edition of the materials reference standards shall be used.
SCOPE OF STRUCTURAL WORK: Single -story enclosed garage and separate carport.
DEFINITIONS: The following definitions apply to these general notes:
• "Structural Engineer of Record" (EOR) - The Structural Engineer who is legally responsible for stamping & signing the structural documents
for the project. The FOR is responsible for the design of the Primary Structural System.
• "Specialty Structural Engineer" (SSE) - A licensed professional Engineer, not the EOR, who performs specialty structural engineering
services necessary to complete the structure, who has experience and training in the specific specialty. The General Contractor,
subcontractor, or supplier who is responsible for the design, fabrication and installation of specialty -engineered elements shall retain the
SSE. Submittals shall be stamped and signed by the SSE. Documents stamped and signed by the SSE shall be completed by or under the
direct supervision of the SSE with a PE or SE license issued by the State of Washington.
• "Deferred Submittals - Deferred Submittal is engineering work to be designed -by -others or bidder -designed.
NOTE PRIORITIES: Notes on the individual drawings shall govern over these general notes.
SPECIFICATIONS: Refer to the contract specifications for information in addition to that contained in these notes and the structural drawings.
STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all
details of the work.
ARCHITECTURAL DRAWINGS: Refer to the Architectural drawings for information including, but not limited to: dimensions, elevations, slopes, door and
window openings, non -bearing walls, curbs, drains, depressions, waterproofing, finishes and other nonstructural items.
STRUCTURAL RESPONSIBILITIES: The FOR is responsible for the strength and stability of the Primary Structure in its completed state.
CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction and all job -related safety standards such
as OSHA and WISHA. The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary
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
work required in the construction documents and the requirements for executing it properly.
DISCREPANCIES: In case of discrepancies between these general notes, the contract drawings, and specifications, and/or reference standards, the
FOR shall determine which shall govern. Discrepancies shall be brought to the attention of the FOR before proceeding with the work. Accordingly, any
conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price.
SITE VERIFICATION: The contractor shall verifyall dimensions and conditions at the site prior to fabrication and/or construction. Conflicts between the
drawings and actual site conditions shall be brought to the attention of the FOR before proceeding with the work. All underground utilities shall be
determined by the Contractor prior to excavation.
ADJACENT UTILITIES: The contractor shall determine the locations of all adjacent underground utilities prior to excavation. Any utility information shown
on the drawings and details is approximate and not necessarily complete.
DESIGN CRITERIA
CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads or the capacity of the partially completed
construction.
DEAD LOAD:
Wood Roof (Garage) = 15 psf
Wood Roof (Carport) = 8 psf
SNOW LOAD (Garage & Carport): The roof snow load is determined by using Chapter 7 of ASCE 7-16 in accordance with IBC Section 1608 and with
the following factors: Design Snow Load = 25 psf.
WIND DESIGN - GARAGE: Wind load is determined using Chapter 26 to 30 of ASCE 7-16 in accordance with IBC Section 1609 with the following
factors:
Basic Wind Speed (3-Second Gust) V = 97 MPH (Ultimate)
Wind Importance Factor Iw = 1.0 Risk Category = II
Exposure
ExP Category ory B GCP=+ i _0.18
Components & Cladding Pressure = 16 PSF (Ultimate)
Components & Cladding End Zone Pressure = 16 PSF (Ultimate)
Kzt = 1.0
Analysis Procedure - Directional Procedure per ASCE 7 Table 27.2-1
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WIND DESIGN - CAR PORT (OPEN BUILDING): Wind load is determined using Chapter 26 to 30 of ASCE 7-16 in accordance with IBC Section 1609
with the following factors:
Basic Wind Speed (3-Second Gust) V = 97 MPH (Ultimate)
Wind Importance Factor Iw = 1.0 Risk -Category = II
Exposure Category = B
Components & Cladding -Roof Pressure = 19.3 PSF (Ultimate)
Kzt = 1.0
Analysis Procedure - Directional Procedure per ASCE 7, Table 27.2-1
SEISMIC DESIGN - GARAGE: Earthquake design is determined using Chapter 12 ASCE 7-16 in accordance with IBC Chapter 16 with the following
factors:
Importance Factor le = 1.0 Sds = 0.859 g Site Class = D
Risk Category= II S1 = 0.454 g Seismic Design Category = D
Ss = 1.289 g Shc = 0.559 g Redundancy Factor, p = 1.3
Wood Structure
• Basic Seismic Force Resisting System: A-15 (Bearing Wall Systems) Light -framed walls with wood structural panels rated for shear
resistance
• Analysis Procedure: Equivalent lateral force procedure, per ASCE 7-16, Section 12.8
• R = 6.5
• Cs = 0.132
• Cd=4
• 0 = 2.5
Seismic demands on nonstructural components, structural components engineered as part of deferred submittals, and connections of those
components to the primary structure shall be designed in accordance with the aforementioned building code, the general seismic criteria listed
above, and the requirements of ASCE 7-16.
SEISMIC DESIGN - CARPORT: Earthquake design is determined using Chapter 12 ASCE 7-16 in accordance with IBC Chapter 16 with the following
factors:
Importance Factor le = 1.0 Sds = 0.859 g Site Class = D
Risk Category= II S1 = 0.454 g Seismic Design Category = D
Ss = 1.289 g Shc = 0.559 g Redundancy Factor, p = 1.3
Wood Structure
• Basic Seismic Force Resisting System: G-1 (Cantilevered Column System Detailed to Conform to the Requirements for) Steel special
cantilever column systems
• Analysis Procedure: Equivalent lateral force procedure, per ASCE 7-16, Section 12.8
• R = 2.5
• Cs = 0.344
• Cd = 2.5
• 0 = 1.25
Seismic demands on nonstructural components, structural components engineered as part of deferred submittals, and connections of those
components to the primary structure shall be designed in accordance with the aforementioned building code, the general seismic criteria listed
above, and the requirements of ASCE 7-16.
DESIGN BASE SHEAR: Design Base Shear - GARAGE (Wind Governed) (Ultimate), V = 2.86K (North/South Direction), V = 1.56K (East/west Direction)
Design Base Shear - CARPORT (Wind Governed) (Ultimate), V = 3.83K
DEFLECTIONS:
Roof Total Load Deflection Limit: L/240
Roof Live load Deflection Limit: L/360
li LIVE LOADS:
Roof (Live) 20 PSF
Roof (Snow) 25 PSF
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SUBMITTALS: ShopDrawings shall be submitted to the Architect/EOR prior to an fabrication or construction for all structural items as noted below. The
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contractor shall 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 week for review by the EOR. Additional submittals required for this project are specified in the specific sections below. Reference the
individual material section for specific information to be included in the submittal.
If the shop drawings differ from or add to the design of the Structural drawings, they shall bear the seal and signature of the Washington State
Registered Professional Engineer who is responsible for the design.
Concrete reinforcing
Concrete mix designs
Embedded steel items
Structural steel
ALTERNATES: Product or manufacturer components specified in these drawings are used as the basis of design for this project. Alternates for specified
items may be submitted to the FOR for review. However, contractor shall submit a current ICC-ESR/IAPMO-ER report identifying that an alternative
component has the same or greater load capacity than the specified item.
SHOP DRAWING REVIEW: Review by the Architect/EOR is for general compliance with the design concept and the contract documents. Dimensions
and quantities are not reviewed b the FOR and therefore must be verified b the General Contractor. Markings or comments shall not be construed as
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relieving the contractor from compliance with the project plans and specifications, nor departures therefrom. The contractor remains responsible for
details and accuracy; for confirming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and
for performing work in a secure manner. When shop drawings (component design drawings) differ from or add to the requirements of the Structural
drawings they shall be designed and stamped by the responsible SSE. Allow one week for FOR review time.
NON-STRUCTURAL COMPONENTS: Design, detailing and anchorage of all nonstructural components shall be in accordance with ASCE 7-16, Chapter
13 and the project specifications. Nonstructural components designed b others shall not induce torsional loading into supporting steel structural
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members without additional bracing of those members to eliminate torsional forces. Torsional bracing shall be designed by the nonstructural component
designer and approved by the EOR. Anchorage to the primary structure is per the bidder -design contractor or supplier.
TESTS & INSPECTIONS
INSPECTIONS: All construction is subject to inspection by the Building Official in accordance with IBC Sec 110. The contractor shall coordinate all
required inspections with the Building Official. Submit copies of all inspection reports to the Architect/EOR for review. The Building Official may accept
inspection of and reports by approved inspection agencies in lieu of Building Official's inspections. The contractor shall obtain approval of Building
Official to use the third -party inspection agency and contractor shall alert the Architect/EOR as such.
SPECIAL INSPECTIONS: In addition to the inspections required by IBC Sec 110, a Special Inspector shall be hired by the Owner as an independent
third -party inspector to perform the special inspections per IBC Ch. 17. Special inspections shall be performed by an approved testing agency as outlined
in the Special Inspection Schedule, the contract documents, and/or the project specification. Special Inspections shall meet the requirements outlines in
the specific materials sections of IBC [SBC] Sec 1705. The contractor is responsible for scheduling the inspections, per the city/Building Official
requirements. The FOR shall be independent of the special inspection process. All questions regarding Special Inspections shall be directed to the
Building Department or an approved special inspection agency.
Special Inspections shall be performed for the following:
Concrete
Periodic inspection of reinforcing steel and cast -in -place anchors
Periodic verification of the use of the required design mix.
Continuous inspection during the sampling of fresh concrete and during slump, air content and temperature determinations.
Continuous inspection during the placing of reinforced concrete.
Steel
Periodic inspection of steel, bolts, nuts and washers' identification marks conform to ASTM standard and weld filler material conforms to AWS.
Periodic verification of certificate of compliance.
Periodic inspection of fillet welds < 5/16-inch, and floor and roof deck welds.
Wood
Periodic inspection of anchor bolts, nailing size & spacing.
Periodic verification of moisture content of wood studs, plates, beams, and joists.
Periodic inspection of 2x bottom plates and plate washers.
Special Cases
Continuous inspection of post -installed anchors during installation of anchors and reinforcing bars installed in horizontal or upwardly inclined
orientations to resist sustained tension loads.
Periodic inspection of post -installed anchors during installation of anchors and reinforcing bars installed in vertical orientation.
STRUCTURAL OBSERVATIONS: When required by the provisions of Section 1704.6.1, 1704.6.2, or 1704.6.3, the Owner or the Owner's authorized
agent shall employ the FOR to perform structural observations. Structural observations do not include or waive the responsibility for the inspections in
IBC Section 110 or the special inspections in Section 1705 or other sections in the code.
The following structural observations are required to be completed by the FOR during construction. The FOR is to be notified when elements listed
below are substantially complete and ready for observation. Contact the FOR a minimum of (2) business days prior to covering the work.
• Substantial completion of framing for carport and garage.
SOILS AND FOUNDATIONS
REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations.
GEOTECHNICAL INSPECTION: The Geotechnical Engineer or third -party inspector shall inspect all prepared soil bearing surfaces prior to placement of
concrete and reinforcing steel and provide a letter to the Owner stating that soils are adequate to support the "Allowable Foundation Pressure" shown
below. Soil compaction shall be supervised b an approved testing agency or Geotechnical Engineer. Site soil conditions fill placement,and
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load -bearing requirements shall be as required by IBC Section 1705.6 and Table 1705.6. Assumed values shall be field verified by the Building Official
prior to placing concrete. The Building Official shall be permitted to waive the requirement for a geotechnical investigation where satisfactory data from
adjacent area is available that demonstrates an investigation is not necessary for any of the conditions in IBC Sections 1803.5.1-1803.5.6 and IBC
Sections 1803.5.10-1803.5.11.
DESIGN SOIL VALUES: (Assumed)
Allowable Soil Bearing Pressure
1500 PSF DL + LL
2000 PSF DL + LL + Seismic/wind
SLABS -ON -GRADE & FOUNDATIONS: All slabs -on -grade and foundations shall bear on structural compacted fill or competent native soil per the
Geotechnical report or as noted in these documents. Exterior perimeter footings shall bear not less than 18 inches below finish grade, or as required by
the Geotechnical Engineer and the Building Official. Interior footings shall bear not less than 12 inches below finish floor.
FOUNDATION STEM WALLS: Unless otherwise noted on the drawings, the maximum unbalanced soil condition for all foundation stem walls (difference
in elevation between interior and exterior soil grades) shall be 2'-6". Maintain a minimum 8" separation between finish grade and untreated wood
framing.
BACKFILLING: Backfill behind retaining and foundation walls shall be of free -draining material placed in maximum loose lifts of 12" or as directed by the
Geotechnical Report. Backfill behind walls shall not be placed before the wall is properly supported by the floor slab or temporary bracing. Backfill shall
be compacted using hand -operated equipment only. The contractor shall refrain from operating heavy equipment behind retaining and foundation walls
within a distance equal to or greater than the height of the wall, unless otherwise approved by the EOR. All topsoil organics and loose surface soil shall
be removed from beneath fill supporting concrete slab or paving.
COMPACTION: Unless otherwise specified by a Geotechnical Engineer, footings shall be placed on compacted material and shall be well -graded
granular material with no more than 5% passing a #200 sieve. Fills placed shall be in maximum 8" lifts and all bearing soils shall be compacted to 95%
maximum density at optimum moisture content using the Modified Proctor Test.
CAST -IN -PLACE CONCRETE
REFERENCE STANDARDS: Conforms to the latest editions of the following:
(1) ACI 318 "Building Code Requirements for Structural Concrete and Commentary"
(2) IBC Chapter 19.
FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard Specifications for Structural Concrete (ACI
301) with Selected ACI and ASTM References."
CONCRETE MIXTURES: Conform to ACI 318 Chapter 19 "Concrete: Design and Durability Requirements.
MATERIALS: Conform to ACI 318 Chapters 19 & 20.
SUBMITTALS: Provide all submittals required by ACI 301 Sec 4.1.2. Submit mix designs for each mix in the table below.
TABLE OF MIX DESIGN REQUIREMENTS
Member
Strength
Test Age Maximum
Exposure Max
Minimum
Type/Location
(psi)
(days) Aggregate
Classification W/C Ratio
Air Content
Foundations - residential footings
3500
28 1"
F1, CO 0.45 (0.55 max)
4.5%
& stem walls below grade
Exterior Slabs -on -Grade
3500
28 1"
F3, C2 0.40
6.0%
Interior Slabs -on -Grade
3000
28 1"
FO, CO 0.45
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MIX DESIGN NOTES:
(1) W/C Ratio: Water-cementitious material ratios shall be based on the total weight of cementitious materials. Ratios not shown in the table above are
controlled by strength requirements.
(2) Cementitious Content: The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 301 Sec 4.2.1 "Materials". Maximum amount of
fly ash shall be 20% of total cementitious content unless reviewed and approved otherwise by FOR
(3) Air Content: Conform to ACI 301 Sec 4.2.2.4. Horizontal exterior surfaces in contact with the soil require entrained air. Use Exposure Category FO,
SO, WO, and CO unless noted otherwise. Tolerance is +/-1.5%. Air content shall be measured at point of placement.
(4) Exposure Classification: The mix design provided shall meet the requirements of ACI 318 Chapter 19, based on the exposure classification
indicated in the table above.
(5) Slump: Unless otherwise specified or permitted, concrete shall have at the point of delivery, a slump of 4" +/-1 ". For additional criteria, reference
ACI 301 Sec 4.2.2.2.
(6) Shrinkage Limit: Concrete used in elevated slabs and beams shall have a shrinkage limit of 0.045% at 28 days measured in accordance with
ASTM C157.
(7) Non -chloride accelerator: Non -chloride accelerating admixture may be used in concrete slabs placed at ambient temperatures below 5OF at the
contractor's option.
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
Sec 2.3.2.5 shall be 0.75 fc.
MEASURING, MIXING, AND DELIVERY: Conform to ACI 301 Sec 4.3.
HANDLING, PLACING, CONSTRUCTING, AND CURING: Conform to ACI 301 Sec 5.
CONCRETE CURING: Provide curing compounds for concrete as follows:
(1) Apply specified curing compound to concrete slabs as soon as final finishing operations are complete (within 2 hours and after surface water
sheen has disappeared). Apply uniformly in continuous operation by power spray or roller in accordance with manufacturer's directions. Recoat
areas subjected to heavy rainfall within 3 hours after initial application. Maintain continuity of coating and repair damage during curing period.
2 Use membrane curing compounds that will not affect surfaces to be covered with finish materials applied direct) to concrete.
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(3) Apply curing compound at rate equivalent to rate of application at which curing compound was originally tested for conformance to requirements of
ASTM C309.
(4) Use curing compound compatible with and applied under direction of system manufacturer of protective sealer.
(5) All concrete must achieve 2500 PSI compressive strength before being subjected to freezing and thawing cycles.
6 Apply two separate coats with first allowed to become tack before applying second. Direction of second application shall be at right angles to
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direction of first.
CONCRETE SEALER: Concrete silane sealer containing 40% solids shall be applied to all supported slab surfaces and extended up vertical surfaces 24
inches.
CONSTRUCTION JOINTS: Conform to ACI 301 Sec 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
construction drawings. Use of an acceptable adhesive, surface retarder, Portland cement grout, or roughening the surface is not required unless
specifically noted on the drawings. Where shear bond is required, roughen surfaces to 1/4" amplitude.
EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non-structural embedded items before
placing concrete. Contractor shall refer to mechanical, electrical, plumbing, and architectural drawings and coordinate all other embedded items.
GROUT: Use 5000 PSI non -shrink grout for column base plates.
BONDING AGENT: Use Master Builders Concresive Liquid (LPL). Apply in accordance with manufacturer's instructions.
JOINT COMPOUND: Provide acid resistant silicone caulk where noted on the drawings. Submit product data for review.
TESTING AND ACCEPTANCE:
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
alternate intervals than shown below.
• 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
directs. After 56 days, unless notified by the FOR to the contrary, the reserve cylinder may be discarded without being tested for specimens
meeting 28-day strength requirements.
Acceptance: Strength is satisfactory when:
• The averages of all sets of 3 consecutive tests equal or exceed the specified strength. No individual test falls below the specified strength by
more than 500 psi. A "test" for acceptance is the average strength of the two cylinders tested at the specified test age.
CONCRETE REINFORCEMENT
REFERENCE STANDARDS: Conform to:
(1) ACI 301 "Standard Specifications for Structural Concrete, Sec 3 "Reinforcement, and Reinforcement Supports."
(2) IBC Chapter 19, Concrete.
(3) ACI 318 and ACI 318R.
(4) ACI SP-66 "ACI Detailing Manual" including ACI 315 "Details and Detailing of Concrete Reinforcement."
(5) CRSI MSP-2 "Manual of Standard Practice."
(6) ANSI/AWS D1.4 "Structural Welding Code - Reinforcing Steel."
SUBMITTALS: Conform to ACI 301 Sec 3.1.1 Submittals data and drawings." Submit placing drawings showm fabrication dimensions and locations
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for placement of reinforcement and reinforcement supports.
MATERIALS:
Reinforcing Bars ASTM A615, Grade 60, deformed bars.
Weldable Reinforcing Bars ASTM A706, Grade 60, deformed bars.
Smooth Welded Wire Fabric ASTM A185
Bar Supports CRSI MSP-2, Chapter 3 "Bar Supports."
Tie Wire 16.5 gage or heavier, black annealed.
FABRICATION: Conform to ACI 301, Sec 3.2.2 "Fabrication," and ACI SP-66 "ACI Detailing Manual."
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
60 reinforcement.
PLACING: Conform to ACI 301, Sec 3.3.2 "Placement." Placing tolerances shall conform to Sec 3.3.2.1 "Tolerances."
CONCRETE COVER: Conform to the following cover requirements from ACI 301, Table 3.3.2.3.
Concrete cast against earth 3"
Concrete exposed to earth or weather (#5 & smaller) 1-1/2"
Bars in slabs and walls 3/4"
SPLICES & DEVELOPMENT LENGTH: Conform to ACI 301, Sec 3.3.2.7. Refer to "Lap Splice & Development Schedule" on plans for typical splices.
Lap all continuous reinforcement and corner bars per Schedule. The splices and development lengths indicated on individual sheets control over the
schedule. Use Class B splices unless otherwise noted. Mechanical connections may be used when approved by the EOR. WWF to be lapped a
minimum 8" on all sides and edges.
FIELD BENDING: Conform to ACI 301 Sec 3.3.2.8. "Field Bending or Straightening." Bar sizes #3 through #5 may be field bent cold the first time. Other
bars require preheating. Do not twist bars.
CORNERS BARS: Provide matching -sized "L" corner bars for all horizontal wall and footing bars with the appropriate splice length, UNO.
TYPICAL CONCRETE REINFORCEMENT: Unless noted on the plans, concrete walls shall have the following minimum reinforcement. Contractor shall
confirm minimum reinforcement of walls with FOR prior to rebar fabrication.
Wall Thickness Horizontal Bars Vertical Bars Location
8" #5 @ 12" OC #5 @ 12" OC
10" #4 @ 16" OC #4 @ 16" OC
STRUCTURAL STEEL
@ CL of Wall
Each Face
DESIGN STANDARDS: Structural steel for this project is designed in accordance with the latest edition of the AISC Steel Construction Manual.
REFERENCE STANDARDS: Conform to:
(1) ANSI/AISC 360 "Specification for Structural Steel Buildings" - Referred to as "AISC Specification"
(2) AISC 303 "Code of Standard Practice for Steel Buildings & Bridges"
(3) RCSC "Specification for Structural Joints using ASTM A325 or A490 Bolts."
(4) AWS D1.1 "Structural Welding Code - Steel."
(5) AWS D1.8 "Structural Welding Code - Seismic Supplement."
(6) AISC 341 "Seismic Provisions for Structural Steel Buildings."
SUBMITTALS:
(1) Submit shop drawings in accordance with AISC Specification Sec M1 "Shop and Erection Drawings."
MATERIALS:
Bars & Plates ASTM A36, Fy = 36 ksi
HSS Structural Tubing ASTM A500, Grade B, Fy = 46 ksi
Anchor Bolts & Bolts in Wood ASTM A307
High -Strength Bolts ASTM A325 or ASTM F1852, Type 1, Plain
Anchor Rods (hooked, headed, threaded/nutted) ASTM F1554, Grade 36 [weldable]
Welding Electrodes E7OXX, 70 ksi, low hydrogen, typical
Concrete Screws Simpson TITEN HD
WELDING: Conform to AWS D1.1, D1.3 & D1.8. Welders shall be certified in accordance with AWS and WABO requirements. Use E70 electrodes of
type required for materials to be welded.
FABRICATION/ERECTION: Conform to AISC Specification Sec M2 "Fabrication," AISC Code Sec 6 "Fabrication and Delivery" and AISC Code Sec 8
"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
in accordance with this Code, the AISC Specification, contract documents, and project specifications.
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,
fireproofed, or concealed by the interior building finish. Do not paint surfaces to be field welded or where slip -critical bolts are specified. All other interior
steel shall be painted with one coat of grey shop primer. All exposed exterior 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 painting shall be with primer for exposed interior surfaces and as per the
Architect or project specifications for exposed exterior surfaces.
GALVANIZING: Where required, all exposed steel outside the building envelope shall be hot -dipped galvanized. Apply field touch-ups per project
specifications.
ERECTION: Conform to AISC Specification Sec M4 "Erection" and AISC Code Sec 7 "Erection." Steel work shall be carried up true and plumb within the
limits defined in AISC 303-16 Sec 7.11.
BRACING: The contractor shall provide temporary rybracin9 by AISC Specification Sec M4.2 "Bracing" and AISC 303-16 Sec 7.10 "Temporary Support of
Structural Steel Frames."
WOOD FRAMING
REFERENCE STANDARDS: Conform to:
(1) IBC Chapter23 "WOOD."
(2) NDS and NDS Supplement - "National Design Specification for Wood Construction."
ALTERNATES: Alternates for specified item may be submitted to the FOR for review. Contractor shall submit a current ICC-ESR/IAPMO-ER report
identifying that an alternative component has the same or greater load capacity than the specified item.
IDENTIFICATION: All sawn lumber and pre -manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the
certifying agency.
MATERIALS:
Sawn Lumber: Conform to grading rules of WWPA, WCLIB, or NLGA. Finger jointed studs acceptable at interior non-structural walls only.
Member Use Size
Species
Grade
Studs & Plates 2x, 3x
HF
No. 2
Posts 4x
HF
No.2
Joists 2x
HF
No.2
Beams 4x
HF
No.2
Beams 6x
DF
No.1
Posts 6x, 8x
DF
No. 1
Wood Structural Sheathing (Plywood):
Wood APA-rated structural
sheathing includes: all veneer plywood, oriented strand board, waferboard,
particleboard, T1-11 siding, and
composites of veneer and
wood -based material. Conform to Product Standards PS-1 and PS-2 of the U.S. Dept. of
Commerce and the American Plywood Association (APA)
Minimum APA Rating
Location Thickness
Span Rating
Plywood Grade Exposure
Roof 15/32"
24/16
C-D 1
Walls 15/32"
32/16
C-D 1
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.
Alternate connectors by other manufacturers may be substituted provided they have current ICC-ESR/IAPMO-ER approval for equivalent or greater load
capacities and are reviewed and approved by the FOR prior to ordering. Connectors shall be installed per the manufacturer's instructions. Where
connector straps connect two members, place 1/2 of the nails or bolts in each member. Unless noted otherwise all nails shall be full length common. Nail
straps to wood framing as late as possible in the framing process to allow the wood to shrink and the building to settle.
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
nails shall be common. Nail sizes specified on the drawings are based on the following specifications:
COMMON NAILS
Size
Length
Diameter
8d
2-1/2"
0.131"
10d
3"
0.148"
16d
3-1/2"
0.162"
16d Sinker
3-1/4'
0.148"
Lag Bolts/Thru-Bolts/Anchor Bolts: Conform to ASTM A307. Provide plate washers/BPS washers under the heads and nuts of all bolts and lag screws
bearing on wood.
Wood Holdowns: Holdowns specified are as manufactured by Simpson Strong -Tie Company Inc. Additional framing members shall be provided per the
manufacturer's requirements. Acceptable equivalent product substitutions are available from other manufacturers with FOR approval. Do not countersink
holdown bolts.
Engineered Wood Products (EWP): The following materials are based on lumber manufactured by TrusJoist by Weyerhaeuser. Trus-Joist by
Weyerhaeuser was used as the basis of design for this project. Alternate products by other manufacturers may be substituted provided they have current
ICC-ESR/IAPMO-ER approval for equivalent or greater load and stiffness properties and are reviewed and approved by the EOR.
a) Laminated Veneer Lumber (LVL): Conform to ICC-ES Report No. ESR-1387, CCMC Report No. 12627-R, or NES Report No. NER-481.
b) Parallel Strand Lumber (PSL): Conform to ICC-ES Report No. ESR-1387, CCMC Report No. 11161-R, or NES Report No. NER-481. Use
2.0E unless noted otherwise.
c) Laminated Strand Lumber (LSL): Conform to ICC-ES Report No. ESR-1387, CCMC Report No. 12627-R, or NES Report No. NER-481.
NAILING REQUIREMENTS: Provide minimum nailing in accordance with IBC Table 2304.10.1 "Fastening Schedule" except as noted on the drawings.
Nailing for roof/floor diaphragms/shear walls shall be per drawings. Nails shall be driven flush and shall not fracture the surface of sheathing.
STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the drawings, construction shall conform to IBC Sec 2308 "Conventional Light -Frame
Construction" and IBC Sec 2304 "General Construction Requirements."
(1) Wall Framing (Unless noted otherwise on plans and details) All structural walls shall be 2x6 @ 16"OC. Provide (2) bundled studs min at wall ends
and each side of all openings. All solid sawn lumber beams and headers shall be supported by a minimum of (1) trim and (1) king stud and all
glulam or engineered wood beams and headers by (2) trim and (2) king studs. Provide minimum (2) 2x8 headers at all wall openings LINO on the
plans. Stitch -nail bundled studs with (2) 1 Od @ 12"OC. Provide solid blocking thru floors to supports below for bearing walls and posts. Attach
bottom plates of stud walls to wood framing below with 16d @ 12"OC or to concrete with 5/8"-dia. anchor bolts x 7" embedment at 48"OC. Refer to
shear wall schedule for specific sheathing, stud, and nailing requirements at shear walls. Provide gypsum sheathing on interior surfaces and
plywood sheathing on exterior surfaces.
(2) Roof Framing: (Unless noted otherwise on plans and details) Provide double joists/rafters under all parallel bearing partitions and solid blocking at
all bearing points. Provide double joists around all roof/floor openings. Multi-joists/rafters shall be stitch -nailed together with (2)1 Od @ 12"OC.
Provide roof sheathing edge clips centered between framing at unblocked plywood edges. All floor sheathing shall have tongue and groove joints
or be supported by solid blocking. Allow 1/8" spacing at all panel edges and ends of roof/floor sheathing. Roof/floor sheathing shall be laid face
grain perpendicular to framing members.
(3) Blocking: (Unless noted otherwise on plans and details) All blocking shall be full -height 2x at solid sawn framing systems or a full -height I -joist or
roof truss.
MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% except for the pressure -treated wood sill plate
PRESERVATIVE TREATMENT: Wood materials are required to be "treated wood" under certain conditions in accordance with IBC Sec 2304.12
"Protection against decay and termites." Conform to the appropriate standards of the American Wood -Preservers Association (AWPA) for sawn lumber,
glued laminated timber, round poles, wood piles, and marine piles. Follow American Lumber Standards Committee (ALSC) quality assurance
procedures. Products shall bear the appropriate mark. Coat all ends of cut pressure treated framing with treatment complying with AWPA U1.
METAL CONNECTORS/PT WOOD: All metal hardware and fasteners in contact with pressure treated lumber shall be stainless steel Type 316L. At the
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
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
and moisture exposure for appropriate use based on the method of preservative treatment of the wood.!---.---.---------.---------.-......--.---.---..0
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT:
STRUCTURAL SHEET INDEX
S1.0 GENERAL NOTES & SHEET INDEX S4.0 SECTIONS & DETAILS
S2.0 CARPORT & GARAGE PLANS S4.1 SECTIONS & DETAILS
S3.0 SECTIONS & DETAILS
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DRAWN BY: TLT
DESIGNED BY: BAJ
DATE: DESCRIPTION
09.02.2022 PERMIT
JURISDICTIONAL STAMP:
RESUB
Nov 07 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-1353
SHEET TITLE:
STRUCTURAL
GENERAL NOTES
& SHEET INDEX
SHEET NUMBER:
S 1.0
EDGE OF SLAB
PER ARCH, TYP
CARPORT
FOUNDATION PLAN
16' —5„
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(PROJECT)
N
15/32" APA—RATED PLYWOOD SHEATHING
FACE GRAIN PERPENDICULAR TO ROOF
FRAMING, NAIL W/ 8d @ COC EDGES,
8d @ 12"OC FIELD (UNBLOCKED), TYP
CARPORT
ROOF FRAMING PLAN
X
J
6
(2) 2x12
2x12 @ 16"OC
(2) 2x12
(PROJECT)
I'
VS4.0�
7
FOUNDATION PLAN NOTES
1. REFERENCE S1.0 FOR STRUCTURAL GENERAL NOTES & DRAWING LIST.
2. DIMENSIONS: VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS.
COLUMNS AND FOOTINGS ARE CENTERED ON GRID, TYPICAL. ALL DIMENSIONS ARE TO INSIDE
FACE OF CONCRETE, OUTSIDE FACE OF CONCRETE OR CENTERLINE OF GRID/STEEL.
CONTINUOUS FOOTINGS ARE CENTERED UNDER WALLS. POSTS, BUNDLED STUDS OR COLUMNS
ARE TO BE CENTERED ON FOOTING.
3. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 0'-0". FOR ACTUAL T/SLAB ELEVATION REFER
TO ARCHITECTURAL DRAWINGS. REFERENCE DETAIL 4/S3.0 FOR SUBGRADE PREPARATION
REQUIREMENTS.
4. CJ INDICATES CONTROL JOINT. SEE DETAIL 4/S3.0 FOR REQUIREMENTS. CONTRACTOR
SHALL SUBMIT PROPOSED CONSTRUCTION JOINT LOCATIONS TO ENGINEER FOR APPROVAL
PRIOR TO CONSTRUCTION.
5. THE BOTTOM OF ALL FOOTINGS SHALL BE 18" MINIMUM BELOW GRADE AND BEAR UPON
FIRM, UNDISTURBED SOIL OR ENGINEERED COMPACTED BACK —FILL.
6. CONTRACTOR TO VERIFY TOP OF CONCRETE WALL ELEVATIONS (T/WALL) ON ALL FULL AND
PARTIAL HEIGHT WALLS. MAINTAIN T/WALL A MINIMUM 8" ABOVE FINISH GRADE.
7. MOISTURE PROOF ALL WALLS BELOW GRADE PER ARCHITECT.
8. ALL WOOD IN CONTACT WITH WEATHER —EXPOSED CONCRETE OR WITHIN 8" OF FINISHED
GRADE SHALL BE PRESSURE —TREATED.
9. USE HOT DIPPED GALVANIZED FASTENERS AND EITHER HOT DIPPED GALVANIZED OR ZMAX
COATED HANGERS AT CONNECTORS TO PRESSURE TREATED LUMBER.
10. PROVIDE PANEL EDGE NAILING AT ALL HOLDOWNS, POSTS/BUNDLED STUDS.
11. ISOLATED POST BASE SHALL BE A SWPSON 'ABU' TO MATCH POST SIZE, UNO PER PLAN.
SHEAR WALL KEY PLAN NOTES
SW-
1. INDICATES WOOD FRAMED SHEAR WALL. REFER TO
4 & 12/S4.0 FOR
SHEAR
WALL SHEATHING AND FASTENING REQUIREMENTS. REFERENCE
STRUCTURAL GENERAL
NOTES
FOR WOOD GRADE. ALL EXTERIOR WALLS TO BE SW-6, UNO.
REFER TO S4.0 FOR
TYPICAL
SCHEDULES.
2. ONLY STRUCTURAL WALLS ARE SHOWN PER PLAN. REFERENCE
ARCHITECTURAL FOR
ADDITIONAL WALLS AND WALL TYPES.
3. INDICATES TYPICAL HOLDOWN PER 6/S4.0.
4. PROVIDE (2) BUNDLED STUDS BELOW EACH END END OF EACH
BEAM OR HEADER,
TYPICAL
UNO.
5. ALL WOOD -FRAMED, BEARING AND SHEAR WALLS, TO BE 2x6
@ 16"OC. ALL EXTERIOR
WALL
STUDS 10'-0" HIGH OR GREATER, USE (2) SISTER STUDS AT
16"OC, UNO.
ROOF FRAMING PLAN NOTES
1
2
3
SCALE:1/4" = 1'-0" \ I II / SCALE:1/4" = 1'-0" qNV
4.
0' 2' 4' 8' N0' 2' 8'
5.
REFERENCE S1.0 FOR STRUCTURAL GENERAL NOTES, DRAWING HST & ABBREVIATIONS.
VERIFY ALL DIMENSION AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS.
ALL DUCTS, CHASES AND PIPE/CONDUIT OPENINGS SHALL BE PER ARCHITECTURAL,
MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. CONTACT FOR FOR
APPROVAL OF ANY OPENING NOT SHOWN ON THE STRUCTURAL DRAWINGS.
REFERENCE ARCH FOR ROOF SLOPES AND DRAIN LOCATIONS.
ALL BEAMS ARE FLUSH WITH JOISTS UNO AS "DROP" INDICATING A DROPPED BEAM.
VIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS OVER SHEAR WALLS AND
SING WALLS AT REPETITIVE FRAMING MEMBERS. AT SHEAR WALLS AND BEARING WALLS
�LLEL TO FRAMING, ALIGN (1) JOIST OVER WALL (ADDITIONAL JOISTS MAY BE REQUIRED)
VIDE SW-6 SHEATHING/NAILING ON EXTERIOR BUILDING, TYPICAL.
VIDE DOUBLE JOISTS AROUND ALL ROOF OPENINGS GREATER THAN 24"OC ONE SIDE.
Ham- INDICATES (2) 2x8 TYPICAL HEADER. 5'-0" MAXIMUM HEADER SPAN.
IZONTAL STRAP TIES INDICATED ON THE SHEAR WALL PLANS ARE TO BE CENTERED
R WALL TOP PLATE AND/OR HEADER, BLOCKING OR BEAM. CONTRACTOR SHALL
RDINATE ADDITIONAL WALL FURRING REQUIRED AT BEAMS AND POSTS WITH CONNECTORS
HOLDOWNS THAT EXCEED THE NOMINAL WALL THICKNESS.
CAL TOP PLATE SPLICE: PROVIDE A MINIMUM 48" LAP W/ 16d @ 6"OC STAGGERED.
-PENCE DETAIL 9/S4.1.
VIDE (2) BUNDLED STUDS BELOW EACH END OF EACH BEAM OR HEADER, ON PLANS
WOOD EXPOSED TO WEATHER SHALL BE PRESSURE -TREATED PER STRUCTURAL GENERAL
ES.
RFRAMING PER CONTRACTOR OR ROOF TRUSS SUPPLIER. PRIMARY ROOF SHEATHING
T BE CONTINUOUS UNDER ALL OVERFRAMING. VENTING AND FIRE PROTECTION WITHIN
RFRAMING AREA PER ARCHITECT.
SCOPE NOT
INCLUDED IN
PERMIT
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DRAWN BY: TILT
DESIGNED BY: BAJ
DATE: DESCRIPTION
09.02.2022 PERMIT
JURISDICTIONAL STAMP:
RESUB
Nov 07 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-1353
SHEET TITLE:
STRUCTURAL
FOUNDATION &
FRAMING PLANS
SHEET NUMBER:
S2.0
LAP SPLICE & DEVELOPMENT SCHEDULE
BAR
SIZE
DEVELOPMENT
LENGTH, Ld
CLASS B SPLICE, Ls
Ldh
STANDARD
TOP
(3)
STANDARD
TOP
(3)
fc = 3000 psi
/ 3500 psi
#3
17
22
23
29
9
#4
22
29
29
38
11
#5
28
36
37
47
14
#6
33
43
43
56
17
#7
1 48
63
63
82
20
#8
55
72
72
94
22
#9
62
81
81
106
25
#10
70
91
91
119
28
#11
78
101
102
132
31
NOTES:
1. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db,
CLEAR COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 2db
AND CLEAR COVER > db.
2. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld.
3. TOP BAR = HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW OR AS NOTED ON
DOCUMENTS AS "TOP BAR".
4. UNO, ALL LAPS SHALL BE MINIMUM CLASS B.
5. ALL TABULATED VALUES ARE IN INCHES.
6. Ldh = HOOKED BAR DEVELOPMENT LENGTH.
TYPICAL LAP SPLICE &
DEVELOPMENT LENGTH SCHEDULE
SCALE: N.T.S. 1131x
90° 6
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ALL REINF EXCEPT COL TIES & BM STIRRUPS
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180°
—D
S 12db
135° 90°
D 7—D
db db
STIRRUP OR TIE
/5D90°
D
CROSS TIE
90° D
180°
D 6db OR
3" MIN
nnnnn Tir
BEAM STIRRUPS & COLUMN TIES
D=4db FOR #3,4&5
NOTE: D = 6db FOR #6, 7 & 8
db = BAR DIAMETER, BEND DIAMETER
TYPICAL REBAR BEND SCHEDULE
SCALE: NTS
SOO P
TYPICAL CONTROL JOINT AT HSS COLUMN
1301a
TO BE CAST AFTER
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R PLAN
NCHOR RODS
1 1 /S3.0
5.0
24"
#4 x S @ 24"OC
SOO & REINF
PER PLAN
SLOPE
PER ARCH
1 °
SUBGRADE
PER 4/S3.0
STEEP AS POSSIBLE
COMPETENT NATIVE SOIL OR
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TS LA B
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1/4
BASE PER 12/S3.0
#4 x @ 24"OC ---,
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NFILL CONC PER TYP
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1 "± GROUT
SOG PER PLAN
CONSTRUCTION JOINT S
T/�
5/8"0 x 24"LONG SMOOTH BAR @
24"OC, GREASE (1) SIDE IN DOWEL
INSERT (CENTER BAR @ JOINT)
4" COMPACTED GRAVEL OR
SUBGRADE PREPARATION
6-MIL VAPOR BARRIER
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COMPACTED STRUCTURAL FILL
SAWCUT OR 1-1/2" PREMOLDED
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COMPACTED STRUCTURAL FILL
NOTES:
1. REFERENCE PLAN FOR SLAB THICKNESS (t, IN INCHES) AND REINFORCING.
2. CONTROL JOINTS TO BE SPACED BETWEEN 2t AND 3t FEET ON CENTER, EACH WAY, UNLESS NOTED
OTHERWISE. RATIO OF LONG, SIDE TO SHORT SIDE OF ADJACENT JOINTS SHALL NOT EXCEED 1:1.25.
3. USE "SOFTCUT SAW" AS SOON AS POSSIBLE WITHOUT CAUSING RAVELING OF CONCRETE EDGES.
SAWCUT ALONG SHORT DIRECTION OF POUR FIRST.
TYPICAL SLAB -ON -GRADE JOINT DETAILS
SCALE: NTS
PFP PI AN
(OPTIONAL)
J
0
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TYPICAL BASE PLATE - HSS COLUMN
3151x
HSS COL
1/2" BASE t
ANCHORS PER PLAN
HSS COL PER PLAN
BASE 1/2" PER PLAN
OR SCHED
1 " NON —SHRINK GROUT, MIN
ANCHORS PER PLAN
5102h I U 0'= I 5101h
SCALE: NTS SCALE: NTS SCALE: NTS
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DESIGNED BY: BAJ
DATE: DESCRIPTION
09.02.2022 PERMIT
JURISDICTIONAL STAMP:
RESUB
Nov 07 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-1353
SHEET TITLE:
STRUCTURAL
SECTIONS & DETAILS
SHEET NUMBER:
S30 .
11/7/ZD22
RAFT
WEDGE BL
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DESIGNED BY: BAJ
DATE: DESCRIPTION
09.02.2022 PERMIT
JURISDICTIONAL STAMP:
RESUB
Nov 07 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-1353
SHEET TITLE:
STRUCTURAL
SECTIONS & DETAILS
SHEET NUMBER:
S4.0
11/7/2022
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TYPICAL WOOD BEAM SADDLE
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DESIGNED BY: BAJ
DATE: DESCRIPTION
09.02.2022 PERMIT
JURISDICTIONAL STAMP:
RESUB
Nov 07 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2022-1353
SHEET TITLE:
STRUCTURAL
SECTIONS & DETAILS
SHEET NUMBER:
S4.1
a
11/7/2022