1735 MARITIME OAK DR RES19-0044 DWGS6DESIGN SPECIFICATIONS:
in with the 6th Edition 2017 Florida Building
Project has been designed accordance e ( ) g
Code, Residential, and the Florida Building Code, Existing Building (as applicable).
DESIGN CRITERIA:
Wind Design Method ASCE 7-10
Basic Wind Speed: 130 mph
Building Risk Category: II
Wind Exposure: B (Enclosed Structure)
Building Classification: Residential
Building Type: Type V Construction
Wind -Borne Debris: NOT located in the wind-borne debris region
Unless otherwise noted, project site considerations shall be the responsibility of the
owner and/or contractor. Examples of such items include but shall not be limited to
determination ofrade elevations drainage features and requirements special
9 .d g P
associated with FEMA flood hazard and/or DEP zones.
DESIGN DEAD LOADS:
Floors:
The design floor dead load of 12 psf assumes a floor system utilizing wood decking or
wood subflooring over wood truss, wood I -joist, or solid sawn lumber framing. The floor
covering is assumed to be carpet, vinyl, wood or ceramic tile. The Engineer shall be
notified if the floor coverings differ from the noted assumptions
9 p
Roofs:
Metal or Shingle: 10 psf (Rafters) 7 psf (Wood Truss)
Concrete or Clay Tile: 15 psf
Refer to Architectural Plans for Roof Covering System
DESIGN LIVE LOADS:
Floors:
Exterior Balconies: 40 psf
Exterior Decks: 40 psf
Stairs: 40 psf (or 300 Ib point load)
Garages: 50 psf (or 2000 Ib point load)
All Other Areas: 40 psf
Attics:
Without Storage: 10 psf
With Limited Storage: 20 psf
With Storage: 30 psf (fixed stair access)
Roofs:
Less than 4:12 slope: 20 psf
4:12 slope or greater: 16 psf
DEFLECTION CRITERIA:
Walls:
Wind loads with plaster or stucco finish: L/360
Wind loads with other brittlefinishes: U24
0
Wind loads with flexible finishes: L/120 or L/180*
* L/180 for exterior walls with interior gypsum board finish.
Floors:
Live Load: L/480 *
Total Load: U240 *
* Increased floor stiffness may be required by floor covering manufacturer
Roofs:
Live Load: L/240
Total Load: L/180
All window, door and soffit assemblies shall be designed to withstand the design
pressures indicated below and shall be installed in accordance with the
manufacturer's requirements.
WIND PRESSURES ON WINDOWS, DOORS &
SOFFITS (psf)
AREA OF OPENING
EDGE STRIP(5)
INTERIOR ZONE (4)
Pos Neg
Pos Neg
MITEK/USP ID FL #
Fasteners
Anchorage (U.O.N.)
0 to 20 sf
18.3 -24.5
18.3 -19.8
20.1 to 50 sf
17.5 -22.8
17.5 -19.1
50.1 to 100 sf
16.4 -20.6
16.4 -18.0
100.1 to 200 sf
15.5 -19.1
15.5 -17.1
200.1 to 500 sf
14.7 -17.41
14.7 -16.3
Soffit Design Pressure 1
18.3 -24.51
18.3 -19.8
ease uesign Pressure
TYPICAL EDGE STRIP (5)
a=6.0'
95.5U IjL;pl = tu.10
GENERAL NOTES:
1. The scope of these plans is limited to the structural requirements of this project.
Architectural, civil (site), electrical, mechanical (plumbing and HVAC), waterproofing,
and flashing requirements are not addressed in these plans.
2. It is the intent of the Engineer of Record (Engineer) that this work be performed in
conformance with all requirements of the authorities having jurisdiction over this
q 9 1 type
of construction and occupancy.
3. The contractor is responsible for the means and methods of construction. It is the
contractor's sole responsibility to determine the procedure, sequence, and temporary
bracing as to insure the safety of the building and its component parts during
construction.
4. The contractor shall verify all conditions and dimensions at the job site prior to
commencing work.
5. The contractor shall supply, locate, and build into the work all inserts, anchors, angles,
plates, openings, sleeves, hangers, slab depressions, or other components as may be
required to attach and accommodate other work.
6. All details and sections shown on the structural drawings are intended to be typical
and shall be construed to apply to any similar situation elsewhere in the work except
where indicated otherwise.
7. Refer to the structural drawings for all structural details and sections. The contractor
shall contact the Engineer for clarification in cases of conflict between the structural
drawings and any drawings prepared by others prior to commencing work.
8. It is the owner's and/or contractor's responsibility to obtain a soils exploration report.
The design of the project structure assumes an allowable soil bearing capacity of
2000 psf. The Engineer shall be notified if soil conditions encountered differ from the
noted assumptions. All requirements for site preparation and soil compaction
specified in the soils report shall be followed unless more stringent requirements are
specified in these plans.
CONCRETE:
1. All concrete work shall be in accordance with "Building Code Requirements for
Structural Concrete," ACI 318-14, and "Specification for Structural Concrete," ACI 301.
2. All concrete shall have the following minimum compressive strength at 28 days:
Slabs on grade, footings, and misc. concrete: fc=2500psi
Structural slabs, walls, beams and columns: fc=3000psi
Designated radon zones only - all concrete: fc=3000psi
3. Cement shall conform to "Specification for Portland Cement" ASTM C150
P ( )
4. Aggregate shall conform to "Specification for Concrete Aggregates" (ASTM C33)
5. Water shall be clean and free of injurious amounts of oil, acids, alkalis, salts, organic
material or other substances that are deleterious to concrete or steel reinforcement.
6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the
structural drawings. All reinforcing details shall conform to "Details and Detailing of
Concrete Reinforcement," ACI 315, unless detailed otherwise on the structural
drawings.
7. Tolerances for foundation and slab alignment as well as placement of reinforcement
shall be in accordance with "Standard Tolerances for Concrete Construction and
Materials," ACI 117. Footing or slab edges may be up to 1/2" inside of the sill plate.
8. All concrete slabs on grade shall be the thickness as indicated on the drawings over
minimum 6 mil. polyethylene (visqueen) vapor barrier. Slabs shall be reinforced with
6x6 W1.4x1.4 WWF lapped 8" at edges and ends in conformance with ASTM -A 185,
or fibermesh reinforcement shall be used with a minimum fiber length of 17' to 2 4"
complying with ASTM C 1116. The dosage amount shall be 0.75 to 3.0 pounds per
cubic yard in accordance with manufacturer's recommendations.
9. Slabs on grade shall bear on structural fill which shall be clean sand free of debris and
other deleterious material. Structural fill shall be compacted to a density of at least
95% of the Modified Proctor Maximum Dry Density (ASTM D1557). Termite protection
shall be provided in accordance with applicable code requirements. If soil treatment
is used, the treatment shall be done after all excavation, backfilling, and compaction
is completed.
10. structural fill. Structural fill shall be
Footings may bear upon undisturbed soil or upon
compacted to a density of at least 95% of the Modified Proctor Maximum Dry Density
(ASTM D1557) for a depth of at least two feet (2'-0") below the bottom of the footing.
11. The following minimum concrete cover shall be provided for reinforcement:
3" Concrete cast against and permanently exposed to earth
2" Concrete exposed to earth or weather
1 Y2' Concrete not exposed to earth or weather
12. lap -spliced All continuous reinforcing steel in concrete shall be la s Iced with the following
9 P P 9
minimum lengths:
#4 bars: 21" minimum
#5 bars: 26" minimum
#6 bars: 32" minimum
13. Reinforcement in footings shall be bent around corners or corner bars shall be used.
14. The contractor shall provide spacers, chairs, bolsters, etc., necessary to support
reinforcing steel. Support items which bear on exposed concrete surfaces shall have
ends which are plastic tipped or stainless steel.
MASONRY:
General:
1. All masonry work shall be in accordance with "Building Code Requirements for
Masonry Structures," ACI 530-13, and Specifications for Masonry Structures," ACI
530.1-13
2. Grout shall conform to ASTM C476 with minimum 28 day compressive strength of
3000 psi per ASTM C1019. Grout shall be mixed to provide a slump between 8" to 11".
3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may be used
in brick veneer.
4. The contractor shall be responsible for the design and installation of all flashing.
Concrete Masonry (CMU):
1. Concrete masonry units (CMU) shall be ASTM C90-14 Hollow Load -Bearing Concrete
Masonry Units, normal weight, with a minimum compressive strength of 1900 psi
(fm=1900 psi).
2. All continuous reinforcing steel in masonry shall be lap -spliced with the following
minimum lengths:
#4 bars: 20" minimum
#5 bars: 25" minimum
#6 bars: 30" minimum
3. Grout all cells containing vertical reinforcement in 6-0" maximum lifts.
4. Provide cleanouts per ACI 530.1-13 in the bottom course of masonry when the wall
height exceeds 6-0".
5. Beam reinforcement shall be continuous across control joints.
6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the
structural drawings.
Clay Masonry (Brick):
1. Brick shall conform to ASTM C62, C216, or C652 for Building Brick, Facing Brick, and
Hollow Brick, respectively. Grade MW shall be used.
2. Brick veneer shall be anchored with approved ties spaced no more than 16" o.c.
vertical and 16" o.c. horizontal. Additional ties shall be provided around all wall
openings greater than 16" in either direction, and shall be spaced no more than 36"
o.c. and placed within 12" of the openings.
3. Strand wire veneer ties shall not be less in thickness than No. 9 gage wire and shall
have a hook embedded in the mortar joint. Sheet metal ties shall not be less than No.
22 gage by 7/8" corrugated and fastened with 1 % galvanized roofing nails.
Adjustable or strand wire veneer ties shall be used at CMU walls.
4. Unless otherwise noted on the plans, a steel angle L4x4xl/4 shall be used for
supporting brick veneer over openings.s. This angle will not be required for arched
windows where brick is self-supporting. length
If theof the opening exceeds 6-0" then
the steel angle shall be attached to the wood framing with %" x 3" lag screws @ 12"
o.c. or Simpson Y4' x 3" SDS screws @ 12"o.c.
WOOD FRAMING:
1. All wood framing has been designed in accordance with "National Design Specification
(NDS) for Wood Construction," 2015 edition.
2. Southern Yellow Pine member design incorporates design values for all sizes and
grades of visually graded Southern Yellow Pine dimension lumber per "Supplement
No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber," published by
the Southern Pine Inspection Bureau (SPIB).
3. All wood members exposed to weather or in contact with masonry, concrete or soil
shall be treated with an appropriate preservative suitable for the exposure conditions.
4. If ACQ treatment is used on any wood member, then all nailing shall require
hot -dipped galvanized nails meeting ASTM Al 53, Class C, or ASTM B695, Class 50.
If borate treatment is used then galvanizing is not required.
5. Prefabricated wood trusses shall comply with NDS and "National Design Standard for
Metal Plate Connected Wood Truss Construction (TPI 1-2014)."
6. All trusses shall be designed by the Truss Manufacturer's registered Engineer.
7. The Truss Manufacturer shall submit shop drawings and design notes with a
registered Engineer's seal for approval. Design notes shall include the rated load
capacity of the truss to truss connectors, and the manufacturer's license to fabricate
trusses utilizing the connector system proposed. The contractor shall approve
fabrication and installation drawings showing size, shape and layout.
8. Jobsite handling and erection, including temporary bracing, during installation of
trusses shall comply with TPI / WTCA BCSI 1.
9. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened
to their supporting walls or beams with metal connectors as noted in the Truss
Connection Schedule.
10. All gable ends shall be balloon framed or braced in accordance with the applicable
detail as shown in the structural drawings.
11. Guardrails, handrails, and guard in -fill components (Balusters and Panel Fillers) shall
be provided by others.
12. Engineered lumber (LVL, Parallam or LSL) shall meet the following minimum material
specifications:
LVL or Parallam LSL
E=2,000,000 psi E=1,550,000 psi
Fb=2,600 psi Fb=2,325 psi
Fc =750 psi Fc =900 psi
Fv=285 psi Fv=310 psi
13. Fasten plies of 1 3/" wide engineered lumber as follows:
2 -ply beams with
,,
p y (3) rows of 0.131"x3 /< nails @ 12"o.c.
3 -ply beams with (3) rows of 0.131"x3'/d' nails @ 8"o.c. (each side)
4 -ply beams with (2) rows of Simpson 6 3/" long SDW screws @ 12" o.c.
STRUCTURAL STEEL:
1. Structural steel shall conform to AISC Specifications for Design and Fabrication and
Erection of Structural Steel for Buildings (latest editions).
a. Welded Connections: AWS D1.1
b. Structural Steel plates: ASTM A36 (Fy=36 ksi) or ASTM A572 (Fy=50 ksi)
c. Structural Steel W - shapes: =
e s apes: ASTM A992 (Fy 50 ksi)
d. Structural Steel Angles and Channels: ASTM A572 (Fy=50 ksi)
e. Structural Steel Rectangular HSS or Tubes: ASTM A500 (Fy=50 ksi)
f. Structural Steel Round HSS or Pipe: ASTM A500 (Fy=46 ksi) or
ASTM A53F =35 ksi)
)
2. All structural steel connections and fabrications shall comply with AISC specifications.
3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication.
4. Holes required for bolted connections may be drilled or punched. Flame -cut holes
shall not be used.
5. Bolts shall be installed to the "snug -tight" condition - u.o.n.
6. All structural steel shall be shop -painted with SSPC Paint 15 (red oxide) primer. Prior
to painting, steelwork shall be cleaned per SSPC SP -6 "Commercial Blast Cleaning".
7. SSPC Paint 36 (polyurethane) shall be applied as the final coat to all structural steel
surfaces exposed and visible to the exterior of the structure.
8. Field touch-up after installation where required to restore final finish.
HARDWARE AND ANCHORS:
1. All framing anchors and connectors shall be manufactured by Simpson Strong -Tie,
United Steel Products (USP), or Engineer approved equal.
2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM
F1554, Grade 36.
3. All metal connectors and hardware which are exposed to the exterior or in contact
with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per
ASTM Al 53, Class C, or ASTM 8695, Class 50.
4. Anchor adhesives shall be either SET -3G by Simpson Strong -Tie or HIT-HY 200 by
Hilti with Florida Product Approval and installed according to the manufacturer's
instructions. Holes shall be cleaned of all debris and brushed out prior to installation
of anchor adhesive.
ROOF COVERING:
1. The contractor shall be responsible for the design and installation of the roof covering
system.
2. Asphalt shingles shall comply with ASTM D3161 and be installed according to the
manufacturer's requirements.
3. Clay and tile roofs shall be installed per the "Concrete and Clay Roof Tile Installation
Manual," and the manufacturer's requirements.
i 4. Standing seam metal roofs shall comply with ASTM El 514 and be installed according
to the manufacturer's requirements.
5. The contractor shall be responsible for the design and installation of all metal flashing
and valley material.
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FLOYD S. SIMPSON, PE
FL PE No. 50791
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Metal Connector Fastening Schedule
Simpson ID
FL #
MITEK/USP ID FL #
Fasteners
Anchorage (U.O.N.)
A35
10446.1
MPA1
17244.2,1.
(12) 0.131" x 11/2"
n/a
ABU44 - Z
10860.4
PAU44 - TZ
17239.1311
(12) 0.162" x 21/2" or (12) 0.162" x 3Y2"
5/8" w/ 7" embed
ABU66 - Z
10860.4
PAU66 - TZ
17239.1 ":>
(12) 0.162" x 2Y2" or (12) 0.162" x 31/2"
5/8" w/ 7" embed
CS16
10852.2
RS 150
17244.2'
(11) 0.148" x 3" in each end - (22) total
n/a
DSP
10456.1
RSPT6-2
17244.29
(8) 0.148" x 11/2" into studs
n/a
(6) 0.148" x 1'/2" into double plate
DTT2Z
10441.1
DTB-TZ
17219.1
(8) Y4" x 11/2" SDS
Y2" w/ 4Y2" embed (mono) & 7" embed (stem)
GBC
10861.3
HC520
N/A
(5) 0.131" x 11/2" into gable brace
n/a
(7)0.131" x 2Y2" into double plate
H2.5A
10456.3
n/a: use RT7
17236.1'
(5) 0.131" x 2Y2" in each end - (10) total
n/a
H2.5T
10446.8
n/a: use RT7
17236.111
(5) 0.131" x 1 Y2" in each end - (10) total
n/a
H3
10456.3
RT3A
17236.1 1
(4) 0.131" x 2Y2" in each end - (8) total
n/a
H6
10456.3
LFTA6
17244.1'IT
(8) 0.131" x 2Y2" in each end - (16) total
n/a
H8
10446.8
RT8A
17236.11
(5) 0.148" x 1'/2" in each end - (10) total
n/a
HDQ8
10441.3
n/a: use UPHD8
17219.6'
(20)'/" x 3" SDS
7/8" w/ 12" embed
HDL15
10441.4
PHD5
17219.4
(14) Y4" x 2Y2" SDS
5/8" w/ 7" embed (mono) & 12" embed (stem)
HDU8
10441.4
PHD6
17219.4'
(20) Y4" x 3" SDS
7/8" w/ 12" embed
HETA16
14473.3
HTA16
17680.4'
(10) 0.149'x 11/2"
4" embed
HTS20/24/30
10456.6
HTW20/24/30
17244.81
(10) 0.148" x 3" in each end - (20) total
n/a
HTSM 16/20
11473.12
HTWM 16/20
6223.2
(8) 0.148" x 3" into wood
n/a
(4) %" x 2%" Titen into CMU
(4) Y4' x 13/4" Titen into concrete
HTT4
11496.6
HTT4
17324.2'
(18) 0.162" x 21/2"
5/8" w/ 7" embed (mono) & 12" embed (stem)
HTT5
11496.6
HTT5
17324.21
(26) 0.162" x 21/2"
5/8" w/ 7" embed (mono) & 12" embed (stem)
LTP4
10446.13
MP4F
17244.24
(12) 0.131" x 1'/2"
n/a
LSTA18
10852.6
LSTA18
17244.1;8
(7) 0.148" x 3" in each end - (14) total
n/a
LTS12
10456.7
LTW12
17244.EI
(6) 0.148" x 3" in each end - (12) total
n/a
MSTA24
10852.9
MSTA24
17244.118
(9) 0.148" x 3" in each end - (18) total
n/a
MSTAM24
11473.11
MSTAM24
17325.11
(9) 0.148" x 3" into wood
n/a
c
NUMBER: 18-2176 1
COUNTY:DUVAL
(5) Y4" x 2Y4 Titen into CMU
WJOB
(5) 1/4" x 13/4" Titen into concrete
MSTA30
10852.9
MSTA30
17244. 118
(11) 0.148" x 3" in each end - (22) total
n/a
MSTA36
10852.9
MSTA36
17244. "18
(13) 0.148" x 3" in each end - (26) total
n/a
MSTAM36
11473.11
MSTAM36
17325.1
(13) 0.148" x 3" into wood
n/a
01-17-19
(8) 1/4" x 2'/4" Titen into CMU
c
(8) %" x 13/4" Titen into concrete
MTS12/20
10456.8
MTW12/20
17244.113
(7) 0.148" x 3" in each end - (14) total
n/a
MTSM16/20
11473.12
HTWM16/20
6223.2
(7) 0.148" x 3" into wood
n/a
(4) Y4" x 2'/4" Titan into CMU
(4) W' x 13/4" Titan into concrete
PA51
13326.4
TA51
N/A
(14) 0.162" x 21/2" or (14) 0.162" x 3Y2"
4" embed
SPH4/6
10456.12
SPTH4/6
17244.:32
(12) 0.148" x 1'/2"
n/a
SSP
10446.1
RSPT6
17244.,129
(4) 0.148" x 1'/" into studs
n/a
(3) 0.148" x 1Y2" into double plate
STHD14
13326.7
STAD14
17230.13
(30) 0.148" x 3'/4"
14" embed
Notes:
1.) Al connectors
manufactured by Simpson Strong -Till; or MITEK/USP (U.O.N.)
2.) Mono = monolithic concrete;
stem = masonrystem\vall or bond beam
3.) Anchorage refers to threaded anchors with
noted diameters and embedment depths
Clay Masonry (Brick):
1. Brick shall conform to ASTM C62, C216, or C652 for Building Brick, Facing Brick, and
Hollow Brick, respectively. Grade MW shall be used.
2. Brick veneer shall be anchored with approved ties spaced no more than 16" o.c.
vertical and 16" o.c. horizontal. Additional ties shall be provided around all wall
openings greater than 16" in either direction, and shall be spaced no more than 36"
o.c. and placed within 12" of the openings.
3. Strand wire veneer ties shall not be less in thickness than No. 9 gage wire and shall
have a hook embedded in the mortar joint. Sheet metal ties shall not be less than No.
22 gage by 7/8" corrugated and fastened with 1 % galvanized roofing nails.
Adjustable or strand wire veneer ties shall be used at CMU walls.
4. Unless otherwise noted on the plans, a steel angle L4x4xl/4 shall be used for
supporting brick veneer over openings.s. This angle will not be required for arched
windows where brick is self-supporting. length
If theof the opening exceeds 6-0" then
the steel angle shall be attached to the wood framing with %" x 3" lag screws @ 12"
o.c. or Simpson Y4' x 3" SDS screws @ 12"o.c.
WOOD FRAMING:
1. All wood framing has been designed in accordance with "National Design Specification
(NDS) for Wood Construction," 2015 edition.
2. Southern Yellow Pine member design incorporates design values for all sizes and
grades of visually graded Southern Yellow Pine dimension lumber per "Supplement
No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber," published by
the Southern Pine Inspection Bureau (SPIB).
3. All wood members exposed to weather or in contact with masonry, concrete or soil
shall be treated with an appropriate preservative suitable for the exposure conditions.
4. If ACQ treatment is used on any wood member, then all nailing shall require
hot -dipped galvanized nails meeting ASTM Al 53, Class C, or ASTM B695, Class 50.
If borate treatment is used then galvanizing is not required.
5. Prefabricated wood trusses shall comply with NDS and "National Design Standard for
Metal Plate Connected Wood Truss Construction (TPI 1-2014)."
6. All trusses shall be designed by the Truss Manufacturer's registered Engineer.
7. The Truss Manufacturer shall submit shop drawings and design notes with a
registered Engineer's seal for approval. Design notes shall include the rated load
capacity of the truss to truss connectors, and the manufacturer's license to fabricate
trusses utilizing the connector system proposed. The contractor shall approve
fabrication and installation drawings showing size, shape and layout.
8. Jobsite handling and erection, including temporary bracing, during installation of
trusses shall comply with TPI / WTCA BCSI 1.
9. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened
to their supporting walls or beams with metal connectors as noted in the Truss
Connection Schedule.
10. All gable ends shall be balloon framed or braced in accordance with the applicable
detail as shown in the structural drawings.
11. Guardrails, handrails, and guard in -fill components (Balusters and Panel Fillers) shall
be provided by others.
12. Engineered lumber (LVL, Parallam or LSL) shall meet the following minimum material
specifications:
LVL or Parallam LSL
E=2,000,000 psi E=1,550,000 psi
Fb=2,600 psi Fb=2,325 psi
Fc =750 psi Fc =900 psi
Fv=285 psi Fv=310 psi
13. Fasten plies of 1 3/" wide engineered lumber as follows:
2 -ply beams with
,,
p y (3) rows of 0.131"x3 /< nails @ 12"o.c.
3 -ply beams with (3) rows of 0.131"x3'/d' nails @ 8"o.c. (each side)
4 -ply beams with (2) rows of Simpson 6 3/" long SDW screws @ 12" o.c.
STRUCTURAL STEEL:
1. Structural steel shall conform to AISC Specifications for Design and Fabrication and
Erection of Structural Steel for Buildings (latest editions).
a. Welded Connections: AWS D1.1
b. Structural Steel plates: ASTM A36 (Fy=36 ksi) or ASTM A572 (Fy=50 ksi)
c. Structural Steel W - shapes: =
e s apes: ASTM A992 (Fy 50 ksi)
d. Structural Steel Angles and Channels: ASTM A572 (Fy=50 ksi)
e. Structural Steel Rectangular HSS or Tubes: ASTM A500 (Fy=50 ksi)
f. Structural Steel Round HSS or Pipe: ASTM A500 (Fy=46 ksi) or
ASTM A53F =35 ksi)
)
2. All structural steel connections and fabrications shall comply with AISC specifications.
3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication.
4. Holes required for bolted connections may be drilled or punched. Flame -cut holes
shall not be used.
5. Bolts shall be installed to the "snug -tight" condition - u.o.n.
6. All structural steel shall be shop -painted with SSPC Paint 15 (red oxide) primer. Prior
to painting, steelwork shall be cleaned per SSPC SP -6 "Commercial Blast Cleaning".
7. SSPC Paint 36 (polyurethane) shall be applied as the final coat to all structural steel
surfaces exposed and visible to the exterior of the structure.
8. Field touch-up after installation where required to restore final finish.
HARDWARE AND ANCHORS:
1. All framing anchors and connectors shall be manufactured by Simpson Strong -Tie,
United Steel Products (USP), or Engineer approved equal.
2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM
F1554, Grade 36.
3. All metal connectors and hardware which are exposed to the exterior or in contact
with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per
ASTM Al 53, Class C, or ASTM 8695, Class 50.
4. Anchor adhesives shall be either SET -3G by Simpson Strong -Tie or HIT-HY 200 by
Hilti with Florida Product Approval and installed according to the manufacturer's
instructions. Holes shall be cleaned of all debris and brushed out prior to installation
of anchor adhesive.
ROOF COVERING:
1. The contractor shall be responsible for the design and installation of the roof covering
system.
2. Asphalt shingles shall comply with ASTM D3161 and be installed according to the
manufacturer's requirements.
3. Clay and tile roofs shall be installed per the "Concrete and Clay Roof Tile Installation
Manual," and the manufacturer's requirements.
i 4. Standing seam metal roofs shall comply with ASTM El 514 and be installed according
to the manufacturer's requirements.
5. The contractor shall be responsible for the design and installation of all metal flashing
and valley material.
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GENERAL NOTES
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FOUNDATION PLAN
CJ = SUGGESTED CONTROL JOINT
LOCATIONS (SEE DETAIL "T" ON SD -1)
= DENOTES TWO STOR
FOOTING CONDITION
CONTRACTOR SHALL VERIFY ALL DIMENSIONS
USING FINAL APPROVED FLOOR PLAN PRIOR
TO CONSTRUCTION
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