REVIEWED BLD-Structural PlansGENERAL STRUCTURAL NOTES:
CRITERIA:
1.1 All Materials, workmanship, design, and construction shall conform to the drawings, specifications, and the International Building Code (IBC), 2018 Edition
1.2
Design Loading Criteria
The Design Loading of the Structure is as follows:
Live Loads (in accordance with IBC Table 1607.1)
Occupancy or Use
Uniform Live
Load
Concentrated
Live Load
Notes
Floor, Residential
40-psf
-
Balconies & Decks
60-psf
-
1.5 x Occupancy Load
Uninhabitable attic, with storage
20-psf
-
Concurrent with Snow Loads
Unihabitable attic, without storage
10-psf
-
Non -concurrent with Snow Loads
Snow Loads
(ASCE 7-16, Chapter 7)
Ground Snow Load, P9
25-psf
Flat Roof Snow Load, Pf = 0.7 Ce Ct IS P9
25-psf
* Snow Exposure Factor, Ce
1.0
* Snow Load Importance Factor, IS
1.0
* Thermal Factor, Ct
1.2
Do not adjust for slope or drift unless noted on the Drawings.
See Drawings for Additional Loading Criteria.
Structural Drawings shall be used in conjunction with all other project documents for bidding and construction. Contractor shall verify dimensions and
9 1 p J 9 Y
conditions for compatibility and shall notify architect of all discrepancies prior to construction.
Contractor shall provide Temporary Bracing for the structure and structural components until all final connections have been completed in accordance with
the drawings.
Contractor shall be responsible for all safety precautions and the methods, techniques, sequences or procedures required to perform the work.
Contractor -initiated changes shall be submitted in writing to the Architect and Structural Engineer for approval prior to fabrication or construction. Changes
shown on shop drawings only will not satisfy this requirement.
Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown,
similar details of construction shall be used, subject to review and approval by the Architect and the Structural Engineer.
All structural systems composed of components to be field erected shall be supervised by the Supplier during manufacturing, delivery, handling, storage and
erection in accordance with instructions prepared by the Supplier.
GEOTECHNICAL:
2.1 Allowable Soil Pressure, Lateral Earth Pressure, and Soil Profile Type are assumed and therefore must be verified. If soils are found to be other than
assumed, notify the Structural Engineer for possible foundation redesign. Footings shall bear on firm, undisturbed earth at least 18" below adjacent finished
grade. Unless otherwise noted, footings shall be centered below columns or walls above. Backfill behind all retaining walls with free draining, granular fill and
provide for subsurface drainage.
Geotechnica/ Properties
Soil Site Class D
Allowable Soil Bearing Pressure 1500-psf
CONCRETE:
3.1 Concrete shall be mixed, proportioned, conveyed and placed in accordance with IBC Chapter 19 and ACI 318-14. Mix shall be proportioned to produce a
slump of 5" or less. All concrete with surfaces exposed to standing water shall be air -entrained with an air -content conforming to ACI 318-14 Table 19.3.3.1.
Concrete Strength, based on IBC Section 1904.1, shall be as follows:
Type or Location of Concrete Construction
(Moderate Exposure)
Min. 28-Day Compressive Strength, f'c
Interior Slabs -on -Grade
2500-psi
Footings, Basement Walls, Foundation/Stem Walls
3000-psil
1 Specified compressive strength (fc) specifications address serviceability requirements. Design
strength of concrete is 2500-psi, therefore, strength tests are not required. Provided concrete mix
tickets verifying strength specifications.
3.2 Reinforcing Steel shall conform to ASTM A615/A615M-18e1 and the following:
Bar Size
Steel Grade
#5 bar and larger
Grade 60, fy = 60,000-psi
#4 bar and smaller
Grade 40, fy = 40,000-psi
Welded Wire Fabric shall conform to ASTM Al064/A1064M-18a
3.3 Reinforcing Steel shall be detailed (including hooks and bends) in accordance with ACI 318-14. Lap all continuous reinforcement (#5 and smaller) 2'-0"
minimum. Laps of larger bars (#6 and #7) shall be T-0", min. Provide corner bars at all wall and footing intersections and lap 2'-0" minimum. Lap adjacent
mats of welded wire fabric a minimum of 8" at sides and ends.
No bars partially embedded in hardened concrete shall be field bent unless otherwise noted on the drawings or approved by the structural engineer.
3.4 Concrete Protection (cover) for Reinforcing Steel shall be as follows:
Condition
Clear Cover
Footings and Unformed Surfaces cast against and permanently exposed to Earth
3"
Formed Surfaces exposed to Earth or Weather (#6 bars or larger)
2"
Formed Surfaces exposed to Earth or Weather (#5 bars or smaller)
1%2"
Slabs and Walls, interior face (#11 bars and smaller)
Y4"
Column Ties or Spirals and Beam Stirrups
1%2"
WOOD:
6.1 Framing Lumber shall be kiln dried or MC-19, and graded and marked in conformance with WCLB Standard Grading Rules for West Coast Lumber No. 17
Unless otherwise noted, furnish to the following minimum standards:
Member Use
Size
Species
Grade
Studs
2x, 3x
Hem -Fir or SPF
STUD
Joists/Rafters
2x, 3x
Hem -Fir
No. 2
Plates/Misc.
2x, 3x
Hem -Fir
No. 2
Beams
4x
Douglas Fir -Larch
No. 2
Posts
4x
Douglas Fir -Larch
No. 2
Timber, Beams
6x & Larger
Douglas Fir -Larch
No. 2
Timber, Posts
6x & Larger
Douglas Fir -Larch
No. 2
6.2 Glued Laminated Members shall be fabricated in conformance with ASTM and AITC Standards. Each member shall bear an AITC Identification Mark and
shall be accompanied by an AITC certificate of conformance. Furnish to the following minimum standards:
Member Use
Combination
Species
FbX+
FbX-
Fc1X
FvX
EX
Beams
24F-V4
DF/DF
2400-psi
1850-psi
650-psi
265-psi
1800-ksi
Camber all glulam beams to 3,500' radius, unless otherwise noted. Glued laminated members exposed to
weather or moisture shall be treated with an approved preservative.
6.7 Wood members shall be protected against decay and termites in accordance with IBC Section 2304.12. Where required, members shall be naturally durable
species or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA U1. Members
shall be clearly labeled. Modifed treated members (ripped or end cut) shall be field treated in accordance with specification AWPA M4.
6.8 Timber Connectors and Proprietary Fasteners shall be "Strong -Tie" by Simpson Company, as specified in their current catalog. Provide number and size of
fasteners as specified by manufacturer. Connectors shall be installed in accordance with the manufacturer's instructions. Where connector straps connect
two members, center strap on joint and provide number and size of fasteners as specified by manufacturer, with equal number and size of fasteners in each
member.
Alternate hardware manufacturer substitutions, such as USP Connectors, shall be ICC approval for equal or greater load capacities. All joist hangers and
other hardware shall be compatible in size with specified framing members. See Hanger Conversion Table for pre -approved substitutions.
Timber Connectors and their fasteners shall be protected from corrosion in accordance with manufacturer's recommendations or ASTM A 653, Type G185.
6.9 Dowel -Type Fasteners (Bolts, Lag Screws, Wood Screws and Nails) shall conform to Sections 11 and 12 of the ANSI/AWC NDS-2018.
Dowel Type Fastener
Grade
Requirements at Exterior Use or
Installation
when in Contact w/ Treated Lumber
Bolts
ASTM A307
ASTM B 695, Class 55 Galvanized
ANSI/AWC NDS-2018 Section 12.1.3
or Stainless Steel
Hole = Bolt O + (1/32" to 1/16")
Washer @ Bolt Head and @ Nut
All-Thread/Threaded Rod
ASTM F1554
ASTM B 695, Class 55 Galvanized
ANSI/AWC NDS-2018 Section 12.1.3
or Stainless Steel
Hole = Rod 0 + (1/32" to 1/16")
Washer @ Each Nut
Lag Screws
ASTM A307
ASTM A 153 Galvanized
ANSI/AWC NDS-2018 Section 12.1.4
or Stainless Steel
Lead Hole = 0.5 x Shank 0; Shank Hole = Shank 0
Washer @ Lag Head
Wood Screws
ASTM A 153 Galvanized
ANSI/AWC NDS-2018 Section 12.1.5
or Stainless Steel
Pilot Hole = 0.75 x Root O (Unless Self -Boring)
Nails
ASTM F1667
ASTM A 153 Galvanized
ANSI/AWC NDS-2018 Section 12.1.6
or Stainless Steel
Avoid Overdriving or Underdriving; Avoid Wood Splitting
Toenails 30°, 1/3 Nail Length from Joint
Nails specified on the drawings shall be as follows:
Nail Use
Penny
Weight
Grade
Framing Nails
12d Box
0.131"0 x 3%4"
Sheathing Nails
8d Common
0.131"0 x 2%2"
All Metal Fasteners exposed to weatner or In contact wltn treated wood snail be protected trom corrosion according to table above. Nuts and bolts exposed
to weather or in contact with treated wood shall be galvanized in accordance with ASTM A153/A153M-16a or Stainless Steel. See above for Proprietary
Fastener requirements. Do not substitute standard Dowel -Type Fasteners for Proprietary Fasteners unless specifically allowed.
WOOD (Continued):
6.10 Wood Framing Notes: The following apply unless otherwise noted on the drawings:
A. All wood framing details shall be constructed to the minimum standards of the IBC. Nailing not specified on the drawings shall conform to IBC Table
2304.10.1 or ICC ES ESR-1539. Coordinate the size and location of all openings with Mechanical and Architectural Drawings.
B. Wall Framing: Stud wall size and spacing shall be in accordance with the plan notes. Two studs minimum shall be provided at the ends of all walls, at
each side of all openings, and at the ends of all beams and headers. All stud bearing walls on wood framing shall have their lower wood plates attached
to framing or concrete below per P1-6 of the shear wall schedule.
C. Individual members of Built -Up stud posts shall be nailed to each other with framing nails @ 12"oc, staggered. Individual members of Built -Up joist
beams shall be nailed to each other with framing nails @ 12"oc, staggered.
D. Solid blocking for wood columns shall be provided through floors to supports below.
E. Floor and Roof Framing: Provide solid blocking at all bearing points. Toenail joists to supports with two framing nails. Attach timber joists to flush
headers or beams with metal joist hangers in accordance with notes above.
F. Roof and floor sheathing shall be laid up with grain perpendicular to supports and nailed per plan notes. Allow 1/8" spacing at all panel edges and ends
of floor and roof sheathing. Provide approved panel edge clips centered between joists/trusses at unblocked roof sheathing edges. All floor sheathing
edges shall have approved tongue -and -groove joints. Toenail blocking to supports with framing nails @ 12"oc. At blocked floor and roof diaphragms,
provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified.
QUALITY ASSURANCE:
7.1 See Special Inspection is not required.
7.2 Structural Observation in accordance with IBC Section 1704.6 is required.
i■ 1■ INN■ 10 1010 10 101010 10 101010 10 101010 10 1010 1MIN
■REVIEWED
■
■CITY OF EDMONDS
■
■
■ BUILDING DEPARTMENT
■
i■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ 1■ I L
A*Oft%%,
BTL
ENGINEERING P.S.
19011 Woodinville Snohomish Road NE, Suite 100
WOODINVILLE, WA 98072-4436
PHONE:425-814-8448 FAX:425-821-2120
PROJECT NUMBER:
21-664-11
PROJECT MANAGER:
RMH
DRAWN BY:
BDS
DATE:
07-09-21
REVISIONS:
RECEIVED
Jul 19 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-0993
GENERAL
STRUCTURAL
NOTES
Sol
��
FUTURE DECK V/
TO BE ADDED Poo
UNDER
SEPERATE ^7
SUBMITTAL
(E) DECK • r� ^ ^x
(E) HDR (E) HDR O v `
REPLACE DECK LEDGER IN KIND,
ti FASTEN TO NEW FLUSH BEAM
(E) BEAM
---------+E (E)LOW
� r------ o � ROOF
w �+� I =_
m j . (E) HDR (E) WALL TO BEIP
VERIFY EXISTING FRAMING w (N) HU48 ED I� (E) HDR_(E) BEAM F4 o V J
MEMBER LAYOUT AND SIZES (N) 4x8 (F)
IN THIS AREA FOR FUTURE - w
DECK ADDITION. NOTIFY °J" (N) 3%2x7%2 GLB (F)
ENGINEER OF FINDINGS 2
�I00
bN� (N) HHUS48 of �, Q
= w
m � m
:;;-.J L (N) LUS HGRS 0
MAIN FLOOR FRAMING PLAN
MAIN FLOOR / LOW ROOF FRAMING PLAN NOTES:
1. Existing Floor Joists & Roof fraing shall be as indicated on plan.
WALL FRAMING PLAN NOTES:
2. Interior Walls shall be 2x4 Studs @ 16"oc, u.o.n.
3. Headers shall be 4x8, u.o.n.
4. Built-up Stud Groups in Walls supporting Beams, Posts or Girder Trusses above shall be (2) Studs, u.o.n. See General Structural
Notes for fastening requirements.
FOUNDATION PLAN NOTES:
5. Bottom of Footings shall be set on competent, properly compacted Bearing Soil below Frost Depth.
6. Assume 12" wide continuous strip footing under all existing bearing walls.
LEGEND
xx DETAIL CALL -OUT
Sx.x
0 NEW INTERIOR WALL BELOW (NON -BEARING)
® EXISTING BEARING OR SHEAR WALL BELOW
POST BELOW
(E) EXISTING
(N) NEW
(F) TOP OF BEAM @ TOP OF FLOOR FRAMING
ENGINEERING P.S.
19011 Woodinville Snohomish Road NE, Suite 100
WOODINVILLE, WA 98072-4436
PHONE:425-814-8448 FAX:425-821-2120
PROJECT NUMBER:
21-664-11
PROJECT MANAGER:
RMH
DRAWN BY:
BDS
DATE:
07-09-21
REVISIONS:
RECEIVED
Jul 19 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-0993
MAIN FLOOR
FRAMING
PLAN
0 1 2 4 8 16
46
S02