A7-Structural Notes SHOHETJob Name: Kim Shohet Building
Job Number: S20225
Client: Kim Shohet
STRUCTURAL NOTES
General:
3.
28 day strength (f'c):
1. Unless noted otherwise, all work shall conform to the 2015 International Building Code.
a. Foundations: 3500 psi
2. It is the Contractor's responsibility to verify existingconditions. Any field conditions requiring
b. Interior Slabs: N/A psi
construction that is different from that shown on the plans shall be brought to the attention of
c. Exterior Slabs: 4000 psi
the Architect. Any conflicting information on the plans shall be brought to the attention of the
d. Retaining Walls: N/A psi
Architect. Do not scale drawings. Coordinate these drawings with mechanical, electrical,
e. Columns: N/A psi
landscape and civil drawings.
f. Beams: N/A psi
3. All shoring, bracing, forming and support of construction loads and materials is the responsibility
4.
Minimum cement content = 500lb/yd. Provide 5% (+f 1%) air entrainment for exposed
of the Contractor.
concrete.
4. Dimensions indicated in the plans shall be to face of concrete, face of stud, face of CMU, top of
5.
Approved additives may be used provided they are used in accordance with the
slab, top of beams, top of deck, center of columns; unless noted otherwise. Refer to
manufacturer, strength requirements are met, and they meet the requirements of the
Architectural drawings for all dimensions.
architect. Calcium chloride is not permitted in any concrete mixes.
6.
Any concrete that fails to meet the specifications shall be removed and replaced at the
Loads/Forces:
expense of the Contractor.
1. Wind Forces:
7.
All concrete work shall conform to the latest edition to ACI 117 "Standard Specification for
a. Occupancy Category: II
Tolerances for Concrete Construction and Materials."
b. Wind Speed, 3s, mph: 115
8.
Veneer anchors shall be "Duro-wall" "Duro-eye", or equivalent, placed in accordance with
c. Wind Exposure: B
the manufacturer, above and below openings, and at 16" on center.
d. Wind Importance factor: 1.0
9.
Reinforcement shall be ASTM A-615, or ASTM A-706 for welded bar. Fy = 60ksi. Bars shall
e. Net Uplift, psf: 5
be properly secured prior to concrete pour to maintain placement. Lap bars per ACI 318.
f. Unfactored Components and Cladding, psf:
10.
Provide concrete cover as stipulated in ACI 318.
i. Enclosed Portions Zone 1: 9.7, -19.8
11.
All detailing, placing, fabrication of reinforcing shall conform to the IBC and referenced
ii. Enclosed Portions Zone 2: 9.7, -27.8
codes within.
iii. Enclosed Portions Zone 3: 9.7, -44.4
12.
Welded wire mesh reinforcing shall conform to ASSTM A185 and be furnished in flat sheets,
iv. Wall Zone 4: 21.3, -23.3
unfinished. Lap mesh 8 inches min.
v. Wall Zone 5: 22.7, -29.7
13.
Fibermesh fibers are collated fibrillated polypropylene olefin fibers or equal 3/4" in length.
2. Seismic Forces:
Fibermesh fibers shall be added to the concrete mix at a minimum rate of1.5 Ibs per cubic
a. Occupancy Category: II
yard of concrete. The dosage shall not exceed 15 Ibs per cubic yard.
b. SDS, Spectral Response: .309
Wood Framing:
c. SD1, Spectral Response: .165
d. Seismic Importance Fact: 1.0
1.
Unless noted otherwise: Posts, beams: DF #1. Wall framing: DF Stud Grade. Joists, rafters:
e. Site Class: D
DF #2.
f. Design Category: C
2.
Roof ply/OSB: 7/16" CDX, 24/16 APA, with (1) H-clip per span min. Unblocked, with 8d at 6"
g. Resisting System: Light Framed Walls with Wood Shear Panels
on center edges, 12" on center field. Unless noted otherwise.
h. Base Shear: CsW
3.
Floor ply/OSB: 7/8" CDX, 60/32 APA, unblocked, with 10d at 6" on center edges, 12" on
center field. Unless noted otherwise.
a. Analysis Procedure: Equivalent Lateral
4.
Wall ply/OSB: 7/16" CDX, 24/16 APA, blocked, with 8d at 6" on center edges, 12" on center
3. Live Loads:
field. Unless noted otherwise.
a. Roof:
5.
All ply/OSB nailing shall be 3/8" minimum from panel edges, with 1/8" space between
i. Live Load: 20 psf
panels by means of nails or sheathing clips.
ii. Roof Snow Load, Pf: 25 psf
6.
All nailing shall meet the requirements of IBC table 2304.10.1 at a minimum.
iii. Exposure Factor, Ce: 1.0
iv. Importance Factor,, I: 1.0
or,
7.
All nails are to be common nails unless noted otherwise. Staples are 7/16" crown x 1 %"
v. Thermal Factor, 1.0
long unless noted otherwise. Nails and staples shall conform to IBC 2303.6.
b. Floor:
8.
Conform to manufacturer's recommendations for all joist hangers and connectors. Joist
i. Live Load: 100 psf lobbies/corridor, 50 psf offices
hangers and connectors shall conform to IBC 2303.5.
ii. Mechanical Live Load: 60 psf used
9.
Glu-Laminated Beams:
4. Dead Loads:
a. 24F-V4 DF/DF for simple spans.
a. Roof: 20 psf
b. 24F-V8 DF/DF for continuous or cantilevered spans.
b. Floor: 20 psf main,15 psf Mechanical
c. Camber as specified in drawings for simple beams.
10.
Manufactured Lumber:
Foundations:
a. Roof joists shown on plans shall be designed for indicated loads and conform to the
1. If provided, follow recommendations from soils investigation report:
specifications. Replacement members other that what is shown shall have
2. Allowable Soil Bearing: 1500 psf
equivalent or greater strength properties.
3. Frost Depth: 24"
b. Manufactured Lumber Properties:
4. Backfill shall be compacted to 95% of Modified Proctor Density ASTM D-1557.
i. LVL: E=1.9x106 psi, Fb=2600 psi, Fcperp=750 psi, Fcparal=2510 psi, Fv=285 psi.
5. Prior to construction, remove all debris, surficial fill, and topsoil at all pavement, sidewalk,
ii. PSL: E=2.Ox10"6 psi, Fb=2900 psi, Fcperp=750 psi, Fcparal=2900 psi, Fv=290 psi.
and building areas, and replace with structural fill.
iii. 1.3E LSL (2x4,6): E-1.3x10"6 psi, Fb-1700 psi, Fcperp=680 psi, Fcparal-1400 psi,
6. All footings shall be poured in neat excavated trenches, passing all inspections, upon
Fv=400 psi.
^ Fb=2250 psi, Fc er -750 psi, Fc ara1=1950 psi,
iv. 1.5E LSL (2x8): E=1.5x10 6 psi, p p p- p p p
undisturbed native soil or structural fill, as required, placed in 6" lifts and compacted to
Fv=400 psi.
ASTM D-1557.
7. The contractor shall familiarize themselves with the survey and soils report prbr to
v. 1.55E LSL headers: E=1.55x10"6 psi, Fb=2325 psi, Fcperp=800 psi, Fcparal=2050
construction, noting all subsurface interferences in documents.
11.
psi, Fv=310 psi.
Manufactured Trusses:
8. A soils testing laboratory may be retained by the owner to provide construction testing and
a. Truss Loading: Typical Roof
inspection to verify conformance with Construction Documents. The Engineer and Architect
shall be notified of any discrepancies with the Construction Documents.
i. Top Chord: D.L.= 10 L.L.= S.L.= 25
9. Step footings shall be placed at a ratio of one vertical to two horizontal, with 2'-0" max
vertical step, unless noted otherwise.
ii. Bottom Chord: D.L.= 10 L.L.= S.L.= 0
10. Inundation and long term exposure of bearing surfaces shal I be prevented. Place footings
b. Truss blocking, connections, dimensions shall be the responsibility of the truss
immediately following excavation and inspection.
manufacturer.
11. Fill material shall be 4"- unless noted otherwise, free of deleterious or organic material,
c. Truss top chord shall be Douglas Fir material, unless a substitution is approved in
placed in 8" max lifts.
writing by Engineer.
12. Notify Engineer of any abnormal soil conditions.
d. Truss manufacturer shall submit shop drawings for approval prior to construction
Concrete:
and shall be in accordance with the requirements of IBC 2303.4.1. Trusses shall be
designed by a Licensed Professional Engineer in the state the project is within.
1. All concrete material, workmanship, etc. shall comply with the current ACI and IBC.
12.
Brick veneer shall be anchored to stud walls with 22 @uge x 1" anchors at 16" on center,
2. Test concrete as required by the Code or as Specified in Special Inspection heading,
both vertical and horizontal.
Deferred Submittals:
The following list shall be submitted to Architect/Engineer as applicable prior to
construction.
Manufactured Trusses
Engineered Wood Products
Special Inspections:
The following items require special inspection per IBC 1704, as applicable:
1. Steel Construction: Table 1704.3
a. Material verification of high strength bolt
-Requires Periodic Special Inspection
b. Inspection of high strength bolting
-Requires Periodic Special Inspection for bearing type connections.
c. Inspection of welding - Structural steel
-Single pass fillet welds less than or equal to 5/16" and floor and roof
deck welds require Periodic Special Inspection. Complete/Partial
penetration groove welds, multipass fillet welds, fillet welds greater
than 5/16" require Continuous Special Inspection.
d. Inspection of welding Reinforcing steel
-Verification of weldability of rebar other than ASTM A706 requires
Periodic Special Inspection. Rebar in moment frames, concrete shear
walls require Continuous Special Inspection
2. Concrete Construction: Table 1704.4
a. Footings, foundations, patios, driveways, sidewalks not required. Other areas of
concrete construction require Special Inspection per the table.
3. Masonry Construction: Table 1704.5.1
a. Special Inspection is as required by Table 1704.5.1
4. Wood Construction: 1704.6
a. Special Inspection is required for the fabrication of prefabricated wood structural
elements and High -load diaphragms.
5. Soils: 1704.7
a. Special Inspection is as required by Table 1704.7.
6. Epoxy Anchors:
a. Require Special Inspection.
LICENSED
ARCHITECT
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