2019.0500.BP0036 DBO-MOORE-CALCS (1)James W. Ashley -Cole, P.E.
CONSULTING ENGINEER
CALCULATION SUBMITTAL
For
Moore Residence
Canopy Addition
9975 Charles St. SE
Yelm WA
Prepared for:
Steven Moore
9975 Charles St. SE
Project No. 2019.121
Extent of Analysis: The structural details, general notes, and sealed engineering calculations included
with this submittal have been prepared exclusively for the project referenced above. The scope of this
submittal has been limited to an engineering analysis and design of the primary components of the
canopy structure in accordance with the 2015 International Building Code.
• All fl
ashings, coatings, membranes and sealants are by the contractor.
Design Criteria:
Roof: 25 PSF
Wind: 85 MPH, Exposure B, I = 1.0
Seismic: Sds (Seismic Design Category D) = 0.8334, R = 6.5,1= 1.0
525 Columbia Street NW, Suite 201 Olympia WA 98501 t. 360.709.0807 f. 360.786.8474
STRUCTURAL NOTES
These structural notes apply to all structural components of the primary structural systems. Any
discrepancies found among the drawings, these notes and the site conditions shall be reported to the
Engineer of Record, who shall correct such discrepancy in writing. Any work done by the Contractor
after discovery of such discrepancy, but prior to correction of such discrepancy, shall be done at the
Contractor's risk.
• The Contractor shall field locate and identify all site utilities prior to performing any site excavation
or demolition. The Contractor shall be responsible for all safety precautions and methods,
techniques, sequences or procedures required to perform the Contractor's work. The Consulting
Engineer has no overall supervisory authority or actual and/or direct responsibility for the specific
working conditions at the site and/or for any hazards resulting from the actions of any trade
contractor. The Consulting Engineer has no duty to inspect, supervise, note, correct, or report any
health or safety deficiencies to the Owner, Contractor, or other entities or persons at the project site.
• It is the Contractor's responsibility to verify all field measurements and site conditions prior to
fabrication of any structural elements. No allowance will be made for any items incorrectly
fabricated or installed due to failure to perform such verification prior to commencing work.
Contractor initiated changes shall be submitted to the Consulting Engineer in writing for approval
prior to fabrication, construction or field modification. Changes shown on shop drawings only will
not satisfy this requirement. Non-structural building systems, including: flashings, membranes,
coatings, sealants or ventilation are not the responsibility of the Consulting Engineer,
CONSTRUCTION STABILITY
The design, adequacy and safety of erection bracing, shoring and all temporary supports is the sole
responsibility of the Contractor, and has not been considered by the Consulting Engineer. The Contractor
shall provide the bracing necessary to provide stability to the structure prior to the completed application
of the lateral system. During construction the Contractor shall lceep loads within the design roof and floor
loads limits shown on the drawings.
CODES AND DESIGN
All methods, materials and workmanship shall conform to the 2015 edition of the International Building
Code (IBC) as amended and adopted by the local Building Department. All reference to other codes and
standards, such as ACI, ASTM, AISC, etc. shall be for the latest or most current edition available.
DESIGN LIVE LOADS
Roof: 25 PSF
Wind: 85 MPH (Allowable Stress Design), Exposure B.
Seismic: Sds (Seismic Design Category D) = 0.8334, R = 6.5, I = 1.0
SOIL BEARING
The foundation has been designed for 1500 PSF bearing.
GENERAL FRAMING NOTES
• Nails: Nails designated for roof and floor diaphragms, and in the shear all schedule, shall have the
following minimum diameters;
16d common nail : Shank diameter = 0.162 inches minimum, Length = 3.5 inches.
16d galvanized box nail : Shank diameter = 0.135 inches minimum, Length = 3.5 inches.
I Od common nail : Shank diameter = 0.148 inches minimum, Length = 3.0 inches.
IOd galvanized box nail : Shank diameter = 0.128 inches minimum, Length = 3.0 inches.
8d common nail: Shank diameter = 0.131 inches minimum, Length = 2.5 inches.
8d _galvanized box nail : Shank diameter = 0.113 inches minimum, Length = 2.5 inches.
• All fasteners in preservative treated material shall be either hot dipped galvanized, tumbled or
stainless steel of American or Canadian manufactured only.
• Minimum nail penetration in backing framing = 1 1/2 inches.
• Sheathing Notes: Place sheathing with the long dimension perpendicular to the supports and with a
staggered layout. All sheathing panels shall be 4 ft x 8 ft minimum. At edges of roof diaphragms
where sheets may be smaller than 24 inches, unsupported sheathing edges shall be fully blocked and
nailed per the shear wall schedule, or 6 inches o/c minimum. All call outs for nails in these notes and
details correspond to COMMON type nails.
• Dimensions; Contractor shall field verify and coordinate all dimensions shown with the existing
conditions prior to fabrication of any structural components.
STRUCTURAL CONCRETE Special Inspection not Required
GENERAL
All concrete shall meet the requirements of ACI -301, "Specifications For Structural Concrete For
Buildings." Proportioning of ingredients for each concrete mix shall be by Method 2 or the alternate
procedure given in ACI -301, Chapter Seven. Place concrete per ACI -304 and conform to ACI -306R for
cold weather placement and ACI -305R for hot weather placement. All concrete thicker or deeper than 4
inches shall be vibrated during placement. Use internal mechanical vibrators. Do not over -vibrate.
Inserts, bolts, boxes, pipes, conduits, and other accessories shall be securely installed and inspected prior
to placing concrete. Remove water, debris, wood, and loose concrete from space where concrete is to be
placed.
Protect all concrete from premature drying, excessive hot or cold temperature. Curing should start
immediately after the concrete has been finished and be continued for at least seven (7) days.
PROPERTIES
Footings, foundation walls and slab -on -grade:
• f c 3000 PSI minimum at 28 days, 5 '/2 sack minimum mix
Slump: 5 inches maximum
4 inches maximum at interior slab -on -grade
water / cement: 0.45 maximum by weight
air entrainment : 5% +/- 1%
3% +/- 1% at interior slab -on -grade
3/4 inch maximum size aggregate
Cement: ASTM C150, normal — Type I or I-II
Coarse and fine aggregate: ASTM C33
Water shall be clean and not detrimental to concrete.
ADMIXTI]RES
Water reducing admixture: ASTM C494, Type A. Admixtures shall be used in exact accordance with
manufacturer's instructions.
Air entrainment: ASTM C260 and ASTM C494, except those containing chlorides may not be used.
No other admixture permitted unless approved by the Consulting Engineer. Do not use calcium chloride
or related materials.
PLACEMENT
A. General: Comply with requirements of ACI 304 and as follows:
1. Schedule continuous placement and consolidation to prevent formation of cold joints.
2. Deposit concrete as close as possible to its final location, to avoid segregation.
3. Thoroughly consolidate without displacing reinforcing using internal vibrators.
4. Strike off and level concrete slab surfaces, using bull floats before bleed water can collect on surface.
Do not work concrete further until finishing operations are commenced.
REINFORCING STEEL
Reinforcing steel shall conform to ASTM A615 Grade 60 new billet stock, deformed steel free of rust,
scale or other bond -reducing coatings. Tie bars securely with #16 double annealed wire. Fabricate in
accordance with ACI 315.
Provide support as indicated or recommended by ACI STD 315. Reinforcing shall be placed in
accordance with " CRSI Recommended Practice For Placing Reinforcing Bars."
CONCRETE COVER
The following concrete cover shall be provided for reinforcement:
• Concrete cast against and permanently exposed to earth:
3 inches for footings
2 inches for interior slab -on -grade
• Concrete exposed to earth or weather:
1'/2 inches for #5 bars and smaller and WWF
CONCRETE DOWELING ADHESIVE (CDA)
INTO CONCRETE AND SOLID MASONRY
Adhesive anchors shall consist of a threaded anchor rod, nut, and washer and an injectable adhesive
material. Manufacturer's instructions shall be followed for all installation steps including: material
handling and storing, substrate drilling and cleaning, and adhesive installation. The injectable adhesive
material shall be HIT HY 200 (A or R), as manufactured by Hilti, Inc or SET -PACK EZ, as
manufactured by Simpson.
1. Only injection tools and static mixing nozzles recommended by the manufacturer shall be used.
2. Anchor rods shall be ASTM A36 furnished with two chamfered end so that either end will accept a
nut and washer.
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Allowable stress required shall be in accordance with standard grading rules of West Coast Lumber No.
16. Moisture content shall be maximum 19%. All studs, plates and blocking at shear walls, load bearing
and exterior studs and plates shall be of grade Douglas -fir #2 or better, unless noted otherwise. Wood
framing details, not shown otherwise, shall be constructed to the minimum standards of the 2015 IBC and
shall conform to the Fastening Schedule 2304.9.1. Unless noted otherwise, all nailing callouts refer to
common type nails.
Notations on drawings relating to framing clips, joist hangers and other connectors refer to catalog
numbers manufactured by the Simpson Strong Tie Company, San Leandro, CA, Catalog C-2019. All
hangers in contact with preservative treated lumber shall be "Z -MAX" galvanized with approved
fasteners as noted.
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Preservative treatment: All lumber required to be preservative treated shall conform to the
requirements of the applicable AWPA Standards, per the 2015 IBC Section 2302.1.8. Preservatives shall
conform to AWPA P1/P13, P2, P5, P8, and P9. Preservative -treated wood shall bear the quality marls of
an inspection agency per the 2015 IBC Section 2302.1.8.1. Each piece of treated lumber shall bear an
approved quality mark or that of an approved inspection agency which maintains continuing supervision,
testing and inspection over the quality of the product, as described in the IBC standards, and shall be
identified as required by these standards.
Where FDN lumber is cut or drilled after treatment, the cut surface shall be field treated with approved
preservatives by repeated brushing, dipping or soaking until the wood absorbs no more preservative.
Fasteners: Fasteners for preservative -treated wood shall be of hot -dipped zinc -coated galvanized steel,
stainless steel, silicone bronze or copper. Fastenings for wood foundations shall be as required in AF &
PA Technical Report No. 7.
SECTIONS AND DETAILS
Sections and details showing reinforcing, bolts, framing members, and connections are intended to
illustrate specific detail. No attempt has been made to show all elements passing through a specific
section or detail. Exposed bolted beam connections may have to be furred by the Contractor to conceal
connector. Construction details not specifically shown on the drawings shall follow similar details or
sections of this project as approved by the Consulting Engineer.
James W. Ashley -Cole, P.E.
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