670 SHERRY DR RES19-0023 REP RELOCATE STAIRDESIGN SPECIFICATIONS:
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woop FRAMING:
Project has been designed in accordance with the 6th Edition (2017) Florida Building
RAM
Code, Residential, and the Florida Building Code, Existing Building (as applicable).
1. All wood framing has been designed in accordance with "National Design Specification
NDS) for Wood Construction,
DESIGN CRITERIA: �'"'" .�-..,
2015 edition.
Now,
Wind Design Method ASCE 7-10
"!
2. Southern Yellow Pine member design incorporates design values for all sizes and
grades of visually graded Southern Yellow Pine dimension lumber per "Supplement
Basic Wind Speed: 130 mph
No. 13 to the 2002 Standard Grading Rules for Southern Pine Lumber," published by
Building Risk Category. 11
the Southern Pine Inspection Bureau (SPIB).
Wind Exposure: B (Enclosed Structure)
MEP
Building Classification: Residential
3. All wood members exposed to weather or in contact with masonry, concrete or soil
Building Type: Type V Construction
shall be treated with an appropriate preservative suitable for the exposure conditions.
Wind -Borne Debris: NOT located in the wind-borne debris region
Unless otherwise noted, project site considerations shall be the responsibility of the
4. If ACQ treatment is used on any wood member, then all nailing shall require
hot -dipped galvanized nails meeting ASTM A153, Class C, or ASTM B695, Class 50.
owner and contractor. Examples of such items include, but shall not be limited to,
If borate treatment is used then galvanizing is not required.
determination of grade elevations, drainage features, and special requirements
associated with FEMA flood hazard and DEP zones.
5. Prefabricated wood trusses shall comply with NDS and "National Design Standard for
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Metal Plate Connected Wood Truss Construction (TPI 1-2014).
0EFLEC11ON CRITERIA:
6. All trusses shall be designed by the Truss Manufacturer's registered Engineer.
Walls:
Wind loads with plaster or stucco finish: L/360
7. The Truss Manufacturer shall submit shop drawings and design notes with a
Engineer's
Wind loads with other brittle finishes: L/240
Wind loads with flexible finishes:
registered seal for approval. Design notes shall include the rated load
capacity of the truss to truss connectors, and the manufacturer's license to fabricate
L120 or L/180*
* L/180 for exterior walls with interior gypsum board finish.
Floors:
trusses utilizing the connector system proposed. The contractor shall approve
fabrication and installation drawings showing size, shape and layout.
Live Load: L/480*
Total Load: L/240*
*
8. Jobsite handling and erection, including temporary bracing, during installation of
trusses shall comply with TPI TCA BCSI 1.
Increased floor stiffness may be required by floor covering manufacturer
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Roofs:
9. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened
Live Load: L/240
to their supporting walls or beams with metal connectors as noted in the Truss
Connection
Total Load: L/180
Schedule.
GENERAL NOTES:
10. All gable ends shall be balloon framed or braced in accordance with the applicable
detail as shown in the structural drawings.
1. The scope of these plans is limited to the structural requirements of this project.
Architectural, civil (site), electrical, mechanical (plumbing and HVAC), waterproofing,
11. Guardrails, handrails, and guard in -fill components (Balusters and Panel Fillers) shall
be provided by others.
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
12. Engineered lumber (LVL, Parallam or LSL) shall meet the following minimum material
specifications:
conformance with all requirements of the authorities having jurisdiction over this type
LVL or Parallam
of construction and occupancy.
E=2,000,000 psi
3. The contractor is responsible for the means and methods of construction. It is the
Fb=2,600 psi
Fc =750 psi
contractor's sole responsibility to determine the procedure, sequence, and temporary
Fv=285 psi
bracing as to insure the safety of the building and its component parts during
construction.
13. Fasten plies of 1 3/4" wide engineered lumber as follows:
4. The contractor shall verify all conditions and dimensions at the job site prior to commencing work,
2 -ply beams with (3) rows of 0.131" x 3 1/4" nails ® 12" O.C.
3 -ply beams with (3) rows of 0.131" x 3 1/4" nails ® 8" O.C. (each side)
4 -ply beams with (2) rows of Simpson 6 3/4" long SDW screws 0 12" O.C.
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
HARDWARE AND ANCHORS:
required to attach and accommodate other work.
TOTAL DEAD LOAD
6. All details and sections shown on the structural drawings are intended to be typical
1. All framing anchors and connectors shall be manufactured by Simpson Strong -Tie,
United Steel Products (USP), or Engineer approved equal.
and shall be construed to apply to any similar situation elsewhere in the work except
where indicated otherwise.
2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM
7. Refer to the structural drawings for all structural details and sections. The contractor
F7554, Grade 36.
shall contact the Engineer for clarification in cases of conflict between the structural
drawings and any drawings prepared by others prior to commencing work.
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
8. It is the owner's and contractor's responsibility to obtain a soils exploration report.
steel or galvanized per
ASTM A153, Class C, or ASTM B695, Class 50.
The design of the project structure assumes an allowable soil bearing capacity of
2500 psf. The Engineer shall be notified if soil conditions encountered differ from the
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
noted assumptions. All requirements for site preparation and soil compaction
specified in the soils report shall be followed unless more stringent
manufacturer's
instructions. Holes shall be cleaned of all debris and brushed out prior to installation
of anchor adhesive.
requirements are
specified in these plans.
CONCRETE:
1. All concrete work shall be in accordance with "Building Code Requirements for
Structural ConcrG%l"318 ,1,6nd "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: f c=3000psi
Structural slabs, walls, beams and columns: f'c=3000psi
Designated radon zones only - all concrete: fc=3000psi
3. Cement shall conform to "Specification for Portland Cement" (ASTM C150)
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 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 1/2" to 2"
complying with ASTM C 1116. The dosage amount shall be 0.75 to 1.5 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
95f 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.Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall be
compacted to a density of at least 95f 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 1/2" Concrete not exposed to earth or weather
12. All continuous r 'nf t 1
minimum lengths:
ei - ng s ee in concrete shall be lap -spliced with the following
#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.
DESIGN LOAD SCHEDULE
(ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.)
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TOTAL LIVE LOAD
40
TOTAL LOAD
65
2'-0"
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NAILS EA., EA. END OF
INTERMEDIATE MEMBERS AND 3/4"
CDX PLWOOD GLUED AND NAILED w/
10d NAILS ® 6" o/c., (TYP., DOUBLE
WIDTH OF EDGE MEMBERS INDICATES
(2) 2x10 P.T. SP#2 BEAM w/ (2)
ROWS OF 10d NAILS ® 6" o/c.)
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I+/-10" TREADS & +/-7 -/8" RISERS
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STAIR NOTES,
1. CONTRACTOR TO CONNECT STRINGERS TO (2)2x10
BEAM AT LANDING w/ SST LSC STRINGER CONNECTOR
W/ (16) 10d x 1 J" NAILS, TYP.
2. ALL NEW 6x6 POSTS TO BEAR ON 2'-0" x 2'-0" x
14" DEEP CONCRETE FOOTING w/ (3) #5 EA. WAY
TOP & BOTT. CONTRACTOR TO VERIFY OR ADD
FOOTING AS NEEDED. TOP OF FOOTING
ELO GRA E
3. STAIRS & LANDING WERE DESIGNED AS SELF
SUPPORTING PER FBC-RESIDENTIAL R311.5.1 USING
THE DIAGONAL/LATERAL BRACES SHOWN IN EACH
DIRECTION BETWEEN COLUMNS ON DETAILS ON SHEET
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36 ALL THREADED ROD w/ HEAVY
HEX HEAD x 0'-8" EMBED, TYP.
OF 10 POSTS
2x10 P.T. SP#2 FRAMED LANDING w/
SST 170" CLIP w/ (8) 10dx1-1/2"
NAILS EA., EA. END OF
INTERMEDIATE MEMBERS AND 3/4"
CDX PLWOOD GLUED AND NAILED w/
10d NAILS ® 6" o/c., (TYP., DOUBLE
WIDTH OF EDGE MEMBERS INDICATES
(2) 2x10 P.T. SP#2 BEAM w/ (2)
ROWS OF 10d NAILS ® 6" o/c.)
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6x6 P.T. SP#2 POST w/ SST
ABU66Z BASE w/ J" O F1554 GR.
36 ALL THREADED ROD w/ HEAVY
HEX HEAD x 0'-8" EMBED, TYP.
DOWN 15 OF 10 POSTS
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SST 170" CLIP w/ (8) 10dx1-1/2"
NAILS EA., EA. END OF
INTERMEDIATE MEMBERS AND 3/4"
CDX PLWOOD GLUED AND NAILED w/
10d NAILS ® 6" o/c., (TYP., DOUBLE
WIDTH OF EDGE MEMBERS INDICATES
(2) 2x10 P.T. SP#2 BEAM w/ (2)
ROWS OF 10d NAILS @ 6" o/c.)
S-8"
7'-4"
3'-8"
SECOND FLOOR
1/2 5)_ 1 9 _ 0 99
STAIR NOTES•
1. CONTRACTOR TO CONNECT STRINGERS TO (2)2x10
BEAM AT LANDING w/ SST LSC STRINGER CONNECTOR
w (16) 10d x 1 " NAILS, TYP.
2. STAIRS & LANDING WERE DESIGNED AS SELF
SUPPORTING PER FBC-RESIDENTIAL R311.5.1 USING
THE DIAGONAL/LATERAL BRACES SHOWN IN EACH
DIRECTION BETWEEN COLUMNS ON DETAILS ON SHEET
S2.0.
2x10 P.T. SP#2 FRAMED LANDING w/
SST 170" CLIP w/ (8) 10dx1-1/2"
NAILS EA., EA. END OF
INTERMEDIATE MEMBERS AND 3/4"
CDX PLWOOD GLUED AND NAILED w/
10d NAILS ® 6" o/c., (TYP., DOUBLE
WIDTH OF EDGE MEMBERS INDICATES
(2) 2x10 P.T. SP#2 BEAM w/ (2)
ROWS OF 10d NAILS ® 6" o/c.)
s" OFFICE COPY
PLAN
ROY C. DYNESIUS II
STRUCTURAL ENGINEER
600 W. JOHNS CREEK PKWY
ST. AUGUSTINE, FLORIDA 32092
(904) 803-9345
ROY C. D , P.
STRUCTURAL _ENGIN_ R
FL PE LIC. #71518--_-
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The Rothmoor
Design Group, Inc.
A RESIDENTIAL DESIGN/
DRAFTING COMPANY
600 Rothmoor Lane
Saint Johns, FL
32259
904.626.4498
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TRUSS # IN/A
PILLAR LLC
CONSTRUCTION
CGC6044G
CBC1262295
3167 ST. JOHNS BLUFF RD. S.
JACKSONVILLE, FL 32246
904.545.4993
I
SHEET
of -
ABU66Z BASE w/ J" 4 F1554 GR.
36 ALL THREADED ROD w/ HEAVY
HEX HEAD x 0'-8" EMBED, TYP.
OF 10 POSTS
A
SP#2 FRAMED LANDING w/
1" CLIP w/ (8) 10dx1-1/2"
EA. END OF INTERMEDIATE
AND 3/4" CDX PLWOOD
ND NAILED w/ 10d NAILS CSD
(TYP., DOUBLE WIDTH OF
MBERS INDICATES (2) 2x10
? BEAM w/ (2) ROWS OF
S CSD 6" o/c.)
;ST PSQ418 STRAP TIE w/
8) SDWH2740OG FASTENERS
'OR EACH (2)2x10 HEADER
0 POST CONNECTION
(4 DIAGONAL BRACING w/
) J"O THRU BOLT w/
ASHERS EA. END, TYP.
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ABU66Z BASE w/ J" O F1554 GR,
36 ALL THREADED ROD w/ HEAVY
HEX HEAD x 0'-8" EMBED, TYP.
OF 10 POSTS
B
1-' MIN.
GRASPABLE HANDRAILING
New hand rail systems installed shall be
compliant with R311.7.8 HANDRAILS and
Section R312 GAURDS AND WINDOW FALL
PROTECTION from the 6th Edition 2017
FBC—Residential Code.
R311.7.5.1 Risers.
The riser height shall be not more than
7 3/4 inches (196 mm). The riser shall
be measured vertically between leading
edges of the adjacent treads. The
greatest riser height within any flight of
stairs shall not exceed the smallest by
more than 3/8 inch (9.5 mm). Risers
shall be vertical or sloped from the
underside of the nosing of the tread
above at an angle not more than 30
degrees (0.51 rad) from the vertical.
Open risers are permitted provided that
the openings located more than 30
inches (762 mm), as measured
vertically, to the floor or grade below do
not permit the passage of a
4—inch—diameter (102 mm) sphere.
2x10 P.T. SP#2 FRAMED LANDING w/
SST "L70" CLIP w/ (8) 10dx1-1/2"
NAILS EA., EA. END OF INTERMEDIATE
MEMBERS AND 3/4" CDX PLWOOD
GLUED AND NAILED w/ 10d NAILS @
6" o/c., (TYP., DOUBLE WIDTH OF
EDGE MEMBERS INDICATES (2) 2x10
P.T. SP#2 BEAM w/ (2) ROWS OF
10d NAILS ® 6" o/c.)
SST PSQ418 STRAP TIE w/
(8) SDWH274000 FASTENERS
FOR EACH (2)2x10 HEADER
TO POST CONNECTION
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2x4 DIAGONAL BRACING w/
(1) J"b THRU BOLT w/
WASHERS EA. END, TYP.
2x6 P.T. SP#2 WOOD
LEDGER w/ (3) 16d NAILS
AT EACH STRINGER & (2)
ROWS OF 16d NAILS AT 6"
O.C. BETWEEN STRINGERS.
ATTACH STRINGER TO
LEDGER w/ TOE NAIL TO
LEDGER w/ (3) 8d NAIL,S/
6x6 P.T. SP#2 POST w/ SST ---'
ABU66Z BASE w/ 5g"O F1554 GR.
36 ALL THREADED ROD w/ HEAVY
HEX HEAD x 0'-8" EMBED, TYP.
OF 10 POSTS
2x12 P.T. SP#2 WOOD
STRINGERS, (SEE LAP
SST LSU26 SLOPED
HANGER w/ (6) 10d
NAILS TO FACE &
(5) 10d x 1 4" NAILS
TO JOIST
OFFICE COPY
ROY c DYNESIU) >i
STRUCTURAL ENGINEER
600 W. JOHNS CREEK PKWY
ST. AUGUSTINE, FLORIDA 32092
(904) 803-9345
ROY C. DYNE II, �..
STRUCTURAL ENGINEER
FL PE LIC. #71513 _ 02/05/19
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The Rothmoor
Design Group, Inc,
A RESIDENTIAL DESIGN/
DRAFTING COMPANY
600 Rothmoor Lane
Saint Johns, FL
32259
904.626.4498
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18-439
TRUSS
N/A
PILLAR LLC
CONSTRUCTION
CGC6044G
CBC1262295
3167 ST. JOHNS BLUFF RD. S.
JACKSONVILLE, FL 32246
904.545.4993
SHEET
W -E
MAP
SHOWING
PLOT
PLAN
OF -
LOT 80, SECTION
No. 3, SALTAIR,
AS RECORDED
IN
PLAT BOOK 10, PAGE
16 OF THE CURRENT
PUBLIC RECORDS
OF DUVAL
COUNTY, FLORIDA.
SHERRY DRIVE
60' RIGHT OF WAY PAVED PUBLIC ROAD
o cyo (50.38' FIELD'
SET 1/2" IRON �?\ 0 150.00'
PIPE, LD3672
A 3
�3' WOOD'
FENCE
j I (jam 11)
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SCALE: 1" = 20'
3' WOOD
%FENCE
1,�! ,p (1SET 1/2" IRON
r X PIPE, LB3672
2' `14 o. 200.00' --- - -
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1' WOOD DECK-, 0.5 PUMP
1 2' -- --- 5.8' SAS
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- - _ -- _ FENCE
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PIPE, NO CAP , 0.6 FOUND 1/2" IRO
4' ALUMINUM 5 O , O (� PIPE, NO CAP
FENCE "50 .14' FIELD
I
NOTES:
1. THIS IS A PLOT PLAN.
2. NO BUILDING RESTRICTION LINES AS PER PLAT.
3. BOUNDARY DATA SHOWN HEREON IS PER DRAWING NUMBER
2017-0391 BY THIS FIRM.
4. NORTH PROTRACTED FROM PLAT.
5. INTERIOR ANGLES AS FOLLOWS:
A = 89'55'30"
B = 89'56'17"
C = 90'03'44"
D = 90'04'29"
THIS PROPERTY LIES IN FLOOD ZONES "X" (AREA OUTSIDE
THE 0.2% ANNUAL CHANCE FLOODPLAIN) AND "A" AS
WELL AS CAN BE DETERMINED FROM THE FLOOD
INSURANCE RATE MAP NUMBER 12031CO409J, EFFECTIVE
NOVEMBER 2, 2018, FOR DUVAL COUNTY, FLORIDA.
"NOT VALID WITHOUT THE SIGNATURE AND
THE ORIGINAL RAISED SEAL OF A FLORIDA
LICENSED SURVEYOR AND MAPPER."
CHECKED BY:
DRAWN BY: TW
FILE: 2019-0045
THIS PLOT PLAN WAS MADE FOR THE BENEFIT OF
FLORIDA UC. SURVEYOR and MAPPER No. LS 3295
FLORIDA LIC. SURVEYING & MAPPING BUSINESS No. LB 3672
BOATWRIGHT LAND SURVEYORS, INC.
1500 ROBERTS DRIVE, JACKSONVILLE BEACH, FLORIDA 241-8550
REF: 2017-0391(PGP); 2015-1637 JAH; 2004-0504 PHC
DATE:
JANUARY 11, 2019
SHEET 1 OF 1
DESIGN SPECIFICATIONS:
a
a:
Q
COMPONENT
UT
Q
WOOD FRAMING:
Project has been designed in accordance with the 6th Edition (2017) Florida Building
RAM
Code, Residential, and the Florida Building Code, Existing Building (as applicable).
1. All wood framing has been designed in accordarn.e with "National Design Specification
w/ (ic) iOd x 1 J" NATr-s. TYP.
NDS) for Wood Construction, 2015 edition.
DESIGN CRITERIA.
18-039
14" DEEP CONCRETE FOOTING:„�3) j�5 EA. WAY
2. Southern Yellow Pine member design incorporate:), design values for all sizes and
Wind Design Method ASCE 7-10
grades of visually graded Southern Yellow Pine dimension lumber per "Supplement
Basic Wind Speed: 130 mph
No. 13 to the 2002 Standard Grading Rules for '/Southern Pine Lumber," published by
Building Risk Category: II
the Southern Pine Inspection Bureau (SPIB).
Wind Exposure:
Clause: B (Enclosed Structure)
o:�
Building3.
Classification: Residential
All wood members exposed to weather or in contact with masonry, concrete or soil
Building Type: Type V Construction
shall be treated with an appropriate preservative) suitable for the exposure conditions.
Wind -Borne Debris: NOT located in the wind-borne debris region
14
Unless otherwise noted, project site considerations shall be the responsibility of the
4. If ACQ treatment is used on any wood member, then all nailing shall require
hot -dipped galvanized nails meeting ASTM A153, I Class C, or ASTM B695, Class 50.
owner and contractor. Examples of such items include, but shall not be limited to,
If borate treatment is used then galvanizing is not required.
determination of grade elevations, drainage features, and special requirements
FLOORING
associated with FEMA flood hazard and DEP zones.
5. Prefabricated wood trusses shall comply with ND'.3 and "National Design Standard for
LO V)II I I NII I N
4
Metal Plate Connected Wood Truss Construction I; TPI 1-2014).
DEFLECTION CRITERIA:
6. All trusses shall be designed by the Truss Manufacturer's registered Engineer.
Walls:
Wind loads with plaster or stucco finish: L/360
7. The Truss Manufacturer shall submit shop drawings and design notes with a
registered Engineer's seal for approval. Design nctes shall include the load
Wind loads with other brittle finishes: L/240
Wind loads with flexible finishes:
rated
capacity of the truss to truss connectors, and the manufacturer's license to fabricate
L120 or L/180*
/
* L/180 for exterior walls with interior gypsum board finish.
trusses utilizing the connectors tem
9 system proposed. The contractor shall approve
fabrication and installation drawings
Floors:
showing size), shape and layout.
Live Load: L/480*
Total Load: L/240*
8. Jobsite handling and erection, including temporary bracing, during installation of
trusses
* Increased floor stiffness may be required by floor covering manufacturer
shall comply with TPI TCA BCSI 1.
Roofs:
9. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened
Live Load: L/
to their supporting walls or beams with metal connectors as noted in the Truss
Connection Schedule.
Total Load: L/18
1800
10. All gable ends shall be balloon framed or braced) in
GENERAL NOTES:
accordance with the applicable
detail as shown in the structural drawings.
1. The scope of these plans is limited to the structural requirements of this project.
11. Guardrails, handrails, and guard in -fill components (Balusters and Panel Fillers) shall
Architectural, civil (site), electrical, mechanical (plumbing and HVAC), waterproofing,
be provided by others.
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
12.Engineered lumber (LVL, Parallam or LSL) shall nlieet the following minimum material
specifications:
conformance with all requirements of the authorities having jurisdiction over this type
LVL or Parallam
of construction and occupancy.
E=2,000,000 psi
Fb=2,600 psi
3. The contractor is responsible for the means and methods of construction. It is the
Fc =750 psi
contractor's sole responsibility to determine the procedure, sequence, and temporary
Fv=285 psi
bracing as to insure the safety of the building and its component parts during
construction.
13.Fosten plies of 1 3/4" wide engineered lumber as follows:
2 -ply beams with (3) rows of 0.131" x 3 1/4" nails 0 12" O.C.
4. The contractor shall verify all conditions and dimensions at the job site prior to commencing work, 3 -ply beams with (3) rows of 0.131" x 3 1/4" nails 0 8" O.C. (each side)
TOTAL DEAD LOAD
4 -ply beams with (2) rows of Simpson 6 3/4" /long SDW screws 0 12" O.C.
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
HARDWARE AND ANCHORS:
required to attach and accommodate other work.
TOTAL LIVE LOAD
1. All framing anchors and connectors shall be mariufactured by Simpson Strong -Tie,
6. All details and sections shown on the structural drawings are intended to be typical
United Steel Products (USP), or Engineer approved equal.
and shall be construed to apply to any similar situation elsewhere in the work except
where indicated otherwise.
2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM
TOTAL LOAD
F1554, Grade 36.
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 b others
p y prior to commencing work.
3• All metal connectors and hardware which are exposed to the exterior or in contact
with ACQ pressure treated lumber shall be
P Type 316 stainless steel or galvanized per
8. It is the owner's and contractor's responsibility to obtain a soils exploration report.
ASTM A153, Class C, or ASTM B695, Class 50.
The design of the project structure assumes an allowable soil bearing capacity of
2500 psf. The Engineer be
4. Anchor adhesives shall be either SET -3G by Simpson Strong -Tie or HIT-HY 200 by
shall notified if soil conditions encountered differ from the
Hilti with Florida Product Approval and installed according to the manufacturer's
noted assumptions. All requirements for site preparation and soil compaction
instructions. Holes shall be cleaned of all debris), and brushed out prior to installation
specified in the soils report shall be followed unless more stringent requirements are
of anchor adhesive.
specified in these plans.
CONCRETE:
1. All concrete work shall be in accordance with "Building Code Requirements for
Structural ConcreWl"318 ;1tind "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: f c=3000psi
Structural slabs, walls, beams and columns: fc=3000psi
Designated radon zones only - all concrete: f c=3000psi
3. Cement shall conform to "Specification for Portland Cement" (ASTM C150)
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 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 1/2" to 2"
complying with ASTM C 1116. The dosage amount shall be 0.75 to 1.5 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
95f 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.Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall be
compacted to a density of at least 95f 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 1/2" Concrete not exposed to earth or weather
12. All continuous reinforcing steel in concrete shall be lap -spliced with the following
minimum lengths:
#4 bars: 21" minimum
#5 bars: 26" minimum
#6 bars: 32" minimum
13. Reinforcement in footings shall be bent around comers or comer 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.
DESIGN LOA[ SCHEDULE
(ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.)
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SEE PLAN
w/ (ic) iOd x 1 J" NATr-s. TYP.
W
2. ALL NEW 6x6 POSTS TO BEAR ON 2'- " x 2'-0" x
18-039
14" DEEP CONCRETE FOOTING:„�3) j�5 EA. WAY
W
TOP & BOTT. CONTRACTOR TO VERIFY LOR ADD
FOOTING AS NEEDED. TOP OF FOOTING;= -(1'-O")
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F_OUNDATI�N PLAN
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STAIR NOTES:
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1. CONTRACTOR TO CONNECT STRINGERSro (2)2x10
RAM
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SEE PLAN
w/ (ic) iOd x 1 J" NATr-s. TYP.
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18-039
14" DEEP CONCRETE FOOTING:„�3) j�5 EA. WAY
W
TOP & BOTT. CONTRACTOR TO VERIFY LOR ADD
FOOTING AS NEEDED. TOP OF FOOTING;= -(1'-O")
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+/-10" TREADS & 1+/-A 5/8" RISERS
B
7'-4"
SECOND FL'OOR
1/2 951= 1 51- 0 99
STAIR NOTES -
1. CONTRACTOR TO CONNECT STRIN S TO (2)2x10
BEAM AT LANDING w/ SST LSC STRINGER CONNECTOR
W/ (16) 10d x 1 J" NAILS, TYP,
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200 P.T. SP#2 FRAMED LANDING w/
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CDX PLWOOD GLUED AND NAILED w/
10d NAILS 0 6" o/c., (TYP., DOUBLE
WIDTH OF EDGE MEMBERS INDICATES
(2) 2x10 P.T. SP#2 BEAM w/ (2)
ROWS OF 10d NAILS ® 6" o/c.)
PLAN
ROY C. DYNESIUS II
STRUCTURAL ENGINEER
600 W. JOHNS CREEK PKWY
ST. AUGUSTINE, FLORIDA 32092
(904) 803-9345 -
ROY C. D ESUS E„
STRUCTURAL ENGEN ER
FL PE LIC. #7151.8 -
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DOMNAD S. MAY NOT BE USED
FOR 07M WOW(S) OR
PROJEWTHOUT 7W
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REV DESCRIPTION
1 -
2 -
3 -
4 -
The Rothmoor
Design Group, Inc.
A RESIDENTIAL DESIGN/
DRAFTING COMPANY
600 Rothmoor Lane
Saint Johns, FL
32259
904.626.4498
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JOB NO.
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PILLAR LLC
CONSTRUCTION
CGC6044C
CBC1262295
3167 ST. JOHNS BLUFF RD. S.
JACKSONVILLE, FL 32246
904.545.4993
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ROY C. DYNESIVS It.
STRUCTURAL ENGINEER
600 W. JOHNS CREEK PKWY
ST. AUGUSTINE, FLORIDA :,2042.
(904) 803-9345
FiOY C.[? MIl,r� .
STRUCTURAL ENGJ'N
FL PE LIC. #71511 -
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FOR 07M WORKS) OR
PR S WITHOUT THE
EMRESS WRI _ _ _ PERMISSION OF
REV DESCRIPTION
1 -
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3 -
4 -
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The Rothmoor
Design Group, Inc.
A RESIDENTIAL DESIGN/
DRAFTING COMPANY
600 Rothmoor Lane
Saint Johns, FL
32259
904.626.4498
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DATE
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JOB NO.
18-039
TRUSS #
IN/A
PILLAR LLC
CONSTRUCTION
CCC6044C
CBC1262295
3167 ST. JOHNS BLUFF RD. S.
JACKSONVILLE, FL 32246
904.545.4993
SHEET
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