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MAP SHOWING BOUNDARY SURVEY OF:
LOT 41 , OCEANWALK UNIT THREE, AS RECORDED IN PLAT BOOK 42, PAGES 74 THROUGH 74C OF THE CURRENT PUBLIC RECORDS OF
DUVAL COUNTY, FLORIDA;
TOGETHER WITH A MAP ONLY OF
"PROPOSED PARCEL A" - A PART OF THE ANDREW DEWEES GRANT, SECTION 37, TOWNSHIP 2 SOUTH, RANGE 29 EAST, ALSO KNOWN
AS A PART OF A PART OF THE EASTERLY 50.00 FEET OF THE NOW CLOSED RIGHT OF WAY OF OLD SHERRY DRIVE (A FORMER 100
FOOT RIGHT OF WAY - AS NOW CLOSED), SAID EASTERLY 50.00 FEET BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: FOR A
POINT OF BEGINNING, COMMENCE AT THE SOUTHWEST CORNER OF SAID LOT 41, OCEANWALK UNIT THREE, SAID POINT LYING ON THE
EAST RIGHT OF WAY LINE OF SAID OLD SHERRY DRIVE; THENCE SOUTH 75'52'46" WEST, ALONG A LINE PERPENDICULAR TO THE
CENTERLINE OF SAID OLD SHERRY DRIVE, A DISTANCE OF 50-00 FEET TO AN INTERSECTION WITH SAID CENTERLINE; THENCE NORTH
0 14*07'14" WEST, ALONG SAID CENTERLINE, A DISTANCE OF 117.26 FEET; THENCE NORTH 75'52'46" EAST, DEPARTING SAID CENTERLINE
AND ALONG A LINE PERPENDICULAR TO SAID CENTERLINE, A DISTANCE OF 50.00 FEET TO THE NORTHWEST CORNER OF SAID LOT 41 ,
SAID POINT LYING ON THE EAST RIGHT OF WAY LINE OF SAID OLD SHERRY DRIVE; THENCE SOUTH 14*07'14" EAST, ALONG SAID EAST
RIGHT OF WAY LINE AND THE WEST LINE OF SAID LOT 41 , A DISTANCE OF 117.26 FEET TO THE POINT OF BEGINNING. SAID
"PROPOSED PARCEL A" CONTAINING 5,863 SQUARE FEET, MORE OR LESS.
LOT 40 FOUND 112- IRON PIPE
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POINT OF BEGINNING LOT 44 NOTES,
THIS IS A BOUNDARY SURVEY OF LOT 41 ONLY. THE "PROPOSED PARCEL
A' WITHIN OLD SHERRY DRIVE IS A MAP AND LEGAL DESCRIPTION ONLY AT I HEREBY CERTIFY THAT THIS SURVEY MEETS THE
THIS TIME. MINIMUM TECHNICAL STANDARQ§ AS SET FORTH BY
THIS PROPERTY LIES IN FLOOD ZONE "X' PER FLOOD INSURANCE RATE MAP (FIRM), THE FLORI A BOAR%OF LANE IRVEYORS, PUUSUANT
CITY OF ATLANTIC BEACH, COMMUNITY No. 120075, MAPIPANEL No. 12031C-0406-H, SECTION Z2.0 7 RIDA �T
REVISED JUNE 3, 2013. D U R D E N 5,117 FLORIDA ISTRA- .tMS AN%CH TER
BEARINGS BASED ON THE NORTHWESTERLY RIGHT-OF-WAY LINE OF OCLANWALK DRIVE
WEST AS BEING NORTH 14'26'31" WEST, AS PER PLAT. SURVENflNG AND MAPPING, INC.
NO BUILDING RESTRICTION LINE BY PLAT. 1825-B 3RD STREET NORTH
JACKSONVILLE BEACH, FLORIDA 32250 FLORIDA REC!STE YO,.NO.
PC DENOTES POINT 01 CURVATURE PRC DENOTES POINT OF REVERSE CURVATURE. (904) 853-6822 FAX 853-6825 H. BRUCE OURD N J
LICENSED BUSINESS NO. 6696
PT DENOTES POINT OF TANGENCY SIGNED FEBRUARY 6. 2Q14
L DENOTES ARC LENGTH. R DENOTES RADIUS. SCALE: 1" = 201
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THERE MAY UE ADDITIONAL RESTRICTIONS THAT ARE NOT SHOWN ON THIS SURVEY K ORDER N BER' �_=DU—DWG EIIE_NIlMUER_C-1_�_05
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DESIGN SPECIFICATIONS: GENERAL NOTES:
8. All concrete slabs on grade shall be the thickness as indicated on the drawings over <
Project has been designed in accordance wil h the 2010 Florida Building Code, 1 The scope of theoe plans is limited to the structural requirements of this project. minimum 6 mil. polyethylene(visqueen)vapor barrier. Slabs shall be reinforced with
Residential, and the Florida Building Code, Existing Building (as applicable). Architectural, civil (site), electrical, mechanical (plumbing and HVAC),waterproofing, 6x6 W1.4x1.4 WWF lapped 8"at edges and ends in conformance with ASTM-A 185,
and flashing requirements are not addressed in these plans. or fibermesh reinforcement shall be used with a minimum fiber length Of 21"to 2"
DESIGN CRITERIA: complying with ASTM C 1116. The dosage amount shall be 0.75 to 1.5 pounds per
2. It is the intent of the Engineer of Record (Engineer)that this work be performed in cubic yard in accordance with manufacturer's recommendations. 2
Wind Design Method ASCE 7-10 conformance with all requirements of the authorities having jurisdiction over this type J!
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Basic Wind Speed: 130 mph of construction and occupancy. 9. Slabs on grade shall bear on structural fill which shall be clean sand free of debris and
Building Risk Category: 11 other deleterious material. Structural fill shall be compacted to a density of at least 9 N
Wind Exposure: B (Enclosed Struct re) 3. The contractor is responsible for the means and methods of construction. It is the 95%of the Modified Proctor Maximum Dry Density(ASTM D1 557). Fill shall be treated LL UJI
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Building Classification: Residential contractor's sole responsibility to determine the procedure, sequence, and temporary with termite poison before slab is placed. a.
Building Type: Type V Construction bracing as to insure the safety of the building and its component parts during Z� -
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Wind-Borne Debris: NOT located in the wind-borne debris region construction. 10. Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall be LLJ Z
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compacted to a density of at least 95%of the Modified Proctor Maximum Dry Density 0 2
Unless otherwise noted, project site considerations shall be the responsibility of the 4. The contractor shall verify all conditions and dimensions at the job site prior to (ASTM D1 557)for a depth of at least two feet(2'-0")below the bottom of the footing. Z _J U)
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owner and/or contractor. Examples of such items include, but shall not be limited to, commencing work.
determination of grade elevations, drainage features, and special requirements 11. The following minimum concrete cover shall be provided for reinforcement:
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associated with FEMA flood hazard and/or DEP zones. 5. The contractor shall supply, locate, and build into the work all inserts, anchors, angles, 3" Concrete cast against and permanently exposed to earth Z 0
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plates, openings, sleeves, hangers, slab depressions, or other components as may be 2" Concrete exposed to earth or weather 0 oi--
DESIGN DEAD LOADS: required to attach and accommodate other work. 6i
1 Y2"Concrete not exposed to earth or weather 0
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Floors: 6. All details and sections shown on the structural drawings are intended to be typical 12. All continuous reinforcing steel in concrete shall be lap-spliced with the following
The design floor dead load of 12 psf assumes a floor system utilizing wood decking or and shall be construed to apply to any similar situation elsewhere in the work except minimum lengths: Z
wood subflooring over wood truss,wood ]-joist, or solid sawn lumber framing. The floor where indicated otherwise.
#4 bars: 21" minimum
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covering is assumed to be carpet, vinyl,wood or ceramic tile. The Engineer shall be #5 bars: 26" minimum
notified if the floor coverings differ from the noted assumptions 7. Refer to the structural drawings for all structural details and sections. The contractor #6 bars: 32" minimum
shall contact the Engineer for clarification in cases of conflict between the structural
Roofs: drawings and any drawings prepared by others prior to commencing work. 13. Reinforcement in footings shall be bent around corners or corner bars shall be used.
Metal or Shingle: 10 psf(Rafters)7 psf(Wood Truss) C,
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Concrete or Clay Tile: 15 psf 8. It is the owner's and/or contractor's responsibility to obtain a soils exploration report. 14. The contractor shall provide spacers, chairs, bolsters, etc., necessary to support
Refer to Architectural Plans for Roof Coverin System The design of the project structure assumes an allowable soil bearing capacity of
reinforcing steel. Support items which bear on exposed concrete surfaces shall have
2000 psf. The Engineer shall be notified if soil conditions encountered differ from the Z co,�
ends which are plastic tipped or stainless steel.
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DESIGN LIVE LOADS: noted assumptions. All requirements for site preparation and soil compaction
specified in the soils report shall be followed unless more stringent requirements are
MASONRY:
Floors: specified in these plans.
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Exterior Balconies: 40 psf General: .*z/ N
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Exterior Decks: 40 psf CONCRETE:
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Stairs: 40 psf(or 3(0 Ito point load) 1. All masonry work shall be in accordance with"Building Code Requir&ehl?,f'�or co J,<
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Garages: 60 psf(or 2(00 lb point load) 1. All concrete work shall be in accordance with"Building Code Requirements for Masonry Structures,"ACI 530-08, and Specifications for Masonry Str%a6r�VAC16
All Other Areas: 40 psf Structural Concrete,"ACI 318-08,and "Specification for Structural Concrete,"ACI 301 530.1-08 s, v Z
Attics: 2. All concrete shall have the following minimum compressive strength at 28 days: 2. Grout shall conform to ASTM C476 with minimum 28 day compressive s .....
Without Storage: 10 psf Slabs on grade, footings, and misc. concrete: fc=2500psi
2000 psi perASTM C1019. Grout shall be mixed to provide a slum betw 14.
With Limited Storage: 20 psf Structural slabs, walls, beams and columns: fc=3000psi 1 21
With Storage: 30 psf(fixed stair access) 3. Mortar shall conform to ASTM C270 and be Type M or
Designated radon zones only-all concrete: fc=3000psi S. ypetN mortar m y lo, -used
in brick veneer.
Roofs: 3. Cement shall conform to"Specification for Portland Cement" (ASTM C150)
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Less than 4:12 slope: 20 psf 4. The contractor shall be responsible for thd desiWa-rYd i'hst laatio a!�l f
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4. Aggregate shall conform to"Specification for Concrete Aggregates" (ASTM C33)
4:12 slope or greater: 16 psf CD
Concrete Masonry(CMU): <
5. Water shall be clean and free of injurious amounts of oil, acids, alkalis, salts, organic
DEFLECTION CRITERIA:
material or other substances that are deleterious to concrete or steel reinforcement. 1. Concrete masonry units(CMU)shall be ASTY egoaf [3�� 11 L6�q-j ring:)
g SCALE:
Concrete Masonry Units, normal weight,witl-Oa pas e- tMngth o
Walls: i, minim m��
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DO NOT SCALE
Brittle Finish (wind load): U240 6. Reinforcing steel shall be ASTM A615 Grade 40 unless otherwise noted on the 1900 psi (f m=1 500 psi). it
Flexible Finish (wind load): L/1 20 structural drawings.All reinforcing details shall conform to"Details and Detailing of THIS DRAWING
RELEASE DATE:
Floors: Concrete Reinforcement,"ACI 315, unless detailed otherwise on the structural 2. All continuous reinrd-�bbrhg steel in masonryshall bealapLsplicod wit -J qJJJIow
08-20-14
Live Load: L/480 drawings. minimum lengths: Z REVISIONS:
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Total Load: L/240 #4 bars:
Increased floor stiffness may be required by floor covering manufacturer 7. Tolerances for foundation and slab alignment as well as placement of reinforcement
#5 bars: 25" minimum
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shall be in accordance with "Standard Tolerances for Concrete Construction #6 bars: 30" minimum
Roofs: Materials,"ACI 117. Footing or slab edges may be up to 1/2" inside of the sill plate. y
L/240
Live Load: 3. Grout all cells containing vertical reinforcement in 6-10"maxi u DRAWN BY:
Total Load: L/1 80 JCG
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4. Provide cleanouts per ACI 530.1-08 in the bottom course of ry when the III CHECKED B
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height exceeds 6-0". SHEET:
5. Beam reinforcement shall be continuous across control joints. S-1
Clay Masonry (Brick): 12. Fasten plies of I %"wide engineered lumber as follows: WINDOW, DOOR AND SOFFIT PRESSURES:
(3) rows of 0.131"x31/4"nails @ 12"o.c. 4
2-ply beams with
1. Brick shall conform to ASTM C62, C216, or CIS 52 for Building Brick, Facing Brick, and 3-ply beams with (3) rows of 0.131"x3 Y4"nails @ 8"o.c. (each side) 1. 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
Hollow Brick, respectively. Grade SW shall be used. 4-ply beams with (2)rows of Simpson 6 3/4"long SDW screws @ 12"o.c. requirements.
-2. Brick veneer shall be anchored with approved ties spaced no more than 16"o.c. STRUCTURAL STEEL:
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vertical and 16"o.c. horizontal. Additional ties 3hall be provided around all wall
openings greater than 16"in either direction,arid shall be spaced no more than 36" E
1. Structural steel shall conform to AISC Specifications for Design and Fabrication and Z
o.c. and placed within 12"of the openings. Erection of Structural Steel for Buildings(latest editions).
AWS D1.1 LL
a.Welded connections: W
WIND PRESSURES ON WINDOWS, DOORS &
3. Strand wire veneer ties shall not be less in thickness than No. 9 gage wire and shall b. Structural steel shapes, plates: ASTM A36 0 0 0
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have a hook embedded in the mortar joint. Sheet metal ties shall not be less than No. c. Structural steel pipe: ASTM A53 or A501 SOFFITS (psf)
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22 gage by 7/8"corrugated and fastened with galvanized roofing nails. d. Structural steel tubing: ASTM A500
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Adjustable or strand wire veneer ties shall be used at CMU walls. Cn LU
AREAOFOPENING EDGESTRIP (S) INTERIOR ZONE (4)
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2. All structural steel connections and fabrications shall comply with AISC specifications. Z _J rn
4. Unless otherwise noted on the plans, a steel aiigle L4x4xl/4 shall be used for Pos Neg Pos Neg
supporting brick veneer over openings. This a igle will not be required for arched 3. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication.
0 to 20 sf 18.3 -24.5 18.3 -19.9 2
ows where brick is self-supporting. If the I angth of the opening exceeds 6'-0"then LU
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20.1 to 50 sf 17.5 -22.8 17.5 -19.1 Z 0
the steel angle shall be attached to the wood framing with x 3" lag screws @ 12" 4. Holes required for bolted connections may be drilled or punched. Flame-cut holes W O� �C)
50.1 to 100 sf 16.41 -20.61 16.4, -18.0 ,
O.C.or Simpson Y4"x 3"SDS screws @ 12"o.c. shall not be used.
100.1 to 200 sf -19.1 15.51 -17.1 W 0
15.5 1 d
200.1 to 500 sf 14.7 -17.41 14.71 -16.3
WOOD FRAMING: 5. Bolts shall be installed to the"snug-tight"condition-u.o.n. -
Soffit Design Pressure 18.3 -24.51 18.31 -19.8
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Base Design Pressure 15.50 GCpi ±0.18 0-
1. All wood framing has been designed in accordance with"National Design Specificatior 6. All structural steel shall be shop-painted with SSPC Paint 15(red oxide)primer. Prior
(NDS)for wood construction,"2005 edition. to painting, steelwork shall be cleaned per SSPC SP-6"Commercial Blast Cleaning".
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2. All wood members exposed to weather or in cc ntact with masonry, concrete or soil 7. SSPC Paint 36 (polyurethane)shall be applied as the final coat to all structural steel 11�
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shall be treated with an appropriate preservati\e suitable for the exposure conditions. surfaces exposed and visible to the exterior of the structure.
T3. If ACQ treatment is used on any wood member,then all nailing shall require 8. Field touch-up after installation where required to restore final finish. >
hot-dipped galvanized nails meeting ASTM Al�53, Class C, or ASTM B695, Class 50. W i�
If borate treatment is used then galvanizing is riot required. HARDWARE AND ANCHORS: f"0
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4. Prefabricated wood trusses shall comply with NDS and "National Design Standard for 1. All framing anchors and connectors shall be manufactured by Simpson Strong-Tie, t?41 <
Metal Plate Connected Wood Truss Constructi Dn (ANSI/TPI 1-07)." United Steel Products(USP), or Engineer approved equal. ?,G
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5. All trusses shall be designed by the Truss Mar ufacturer's registered Engineer. 2. All anchor bolts and threaded rods shall be in accordance with ASTM A307 or ASTM
F1554, Grade 36. SCOPE 0 WO P
The Truss Manufacturer shall submit shop drawings and design notes with a
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6. CONSIS&E�!r PENg-
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registered Engineer's sea]for approval. Desigr notes shall include the rated load 3. All metal connectors and hardware which are exposed to the exterior or in contact STRUCJ1JRJz_ ui M
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capacity of the truss to truss connectors, and the manufacturer's license to fabricate with ACQ pressure treated lumber shall be Type 316 stainless steel or galvanized per
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trusses utilizing the connector system proposed.The contractor shall approve ASTM Al 53, Class C, or ASTM B695, Class 50.
fabrication and installation drawings showing size, shape and layout.
4. Anchor adhesives shall be either SET-XP or AT-XP by Simpson Strong-Tie(with PLAN KEY
7. Jobsite handling and erection, including temporary bracing, during installation of Florida Product Approval)and installed according to the manufacturer's instructions.
trusses shall comply with TPI I WTCA BCSI 1. Holes shall be cleaned of all debris and brushed out prior to installation of anchor
adhesive. 2
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8. All prefabricated wood trusses subjected to up ift conditions shall be securely fastened
to their supporting walls or beams with metal cDnnectors as noted in the Truss ROOF COVERING:
Connection Schedule. < S
1. The contractor shall be responsible for the design and installation of the roof covering
9. All gable ends shall be balloon framed or brac)d in accordance with the applicable system.
detail as shown in the structural drawings. SCALE:
Y4"=V-0`(U.O.N)
2. Asphalt shingles shall comply with ASTM D3161 and be installed according to the -ADDITION
DO NOT SCALE
10. Guardrails, handrails, and guard in-fill compon ants (Balusters and Panel Fillers)shall manufacturer's requirements. THIS DRAWING
be provided by others. RELEASE DATE:
08-20-14
3. Clay and tile roofs shall be installed per the"Concrete and Clay Roof Tile Installation
REVISIONS:
11. Engineered lumber(LVL, Parallam or LSL)sh,,Ill meet the following minimum material Manual,"and the manufacturer's requirements.
specifications: PROJECT SCOPE OF WORK IS CLASSIFIED PER EXISTING BUILDING
LVL or Parallam LSL 4. Standing seam metal roofs shall comply with ASTM El 514 and be installed according CODE AS BOTH "ADDITION"AND "ALTERATION LEVEL (2)".
E=1,900,000 psi E=1,550,000 psi to the manufacturer's requirements.
Fb=2,600 psi Fb=2,325 psi
Fc=750 psi Fc=800 psi 5. The contractor shall be responsible for the design and installation of all metal flashing Southern Yellow Pine member design incorporates design values for all sizes and DRAWN BY:
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Fv=285 psi Fv=310 psi and valley material. grades of visually graded Southern Pine dimension lumber per"Supplement No.13 to
CHECKED BY:
the 2002 Standard Grading Rules for Southern Pine Lumber,"published by the JKH
Southern Pine Inspection Bureau (SPIB). SHEET:
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EXISTING ROOF
X16"OR'y32"RATED SHEATHING,EXPOSURE I-SHINGLE ROOF
FASTEN WITH 0,113"x 2 Y8"RING SHANK
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4 NAILS @ 6"O.C.ON EDGES AND INTERMEDIATE SUPPORTS.
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INSTALL WITH 8"x8"x 8"PEDESTAL 8 DO NOT SCALE
FOOTING MINIMUM 12" THIS DRAWING
SEE DETAIL"N'ON 3-3 RELEASE DATE:
08-20-14
REVISIONS:
24"x 24"x 12"FOOTING
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INSTALL WITH 8"x8"x 8"
PEDESTAL
2'-0"
DRAWN BY:
JCG
rA DETAIL CHECKED BY:
JKH
SHEET:
FOUNDATION PLAN
S-31
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CONVENTIONAL FRAME ROOF AREAS SHINGLE ROOFS(FBC 2010)SYP Z
Span Tables for No.2 SYP Rafters
No Ceiling Load-20 psf LL,10psf DL
SIZE 12"o.c. 16"o.c. 19.2"D.C. 24"o.c.
2x4 9�
8'-2" T-8" T-2"
2x6 14'-2" 12'-11" 12--1 101-111,
12)2x6 W (E BEAM q
(TYP.) 2x8 15'.6" 13'-11
18'-5" 16'-6"
2x10 23'-4"
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2x12 27'-6" 23'-10" 21-4- 19'-5"
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— — — — — — — — — — — — — — — — — — — — — — —
ROOF FRAMING NOTES: ZE
X" V-0"(U.O.N.)
1. ALL CONVENTIONAL FRAMING SHALL BE No.2 or BT.SYP SCALE:
A NOTE:
_1A 2. ALL RAFTERS SHALL BE 2x6 @ 24"oc.(U.O.N.)
EXISTING ROOFY LUC26-2Z 2X4 LOOKOUTS LUC26-2ZJ EXTERIOR POST SHALL BE TREATED Do NOT SCALE
S-3 3. FASTEN ALL RAFTERS TO PLATES WITH SIMPSON H8 CLIPS �3 THIS DRAWING
HANGER @ 24"O.C. HANGER 6x6 POST ON ABU66-Z POST BASE.STRAP
WITH(5)10d x 1)/2"NAILS EACH END. RELEASE DATE:
POST TO EACH BEAM ABOVE WITH(1)MSTA1 5-Z. 4. FASTEN RAFTERS TO TOP PLATES WITH(3) 08-20-14
REVISIONS:
TYPICAL ALL POSTS-(U.O.N.) 0.131"x 3)/4"TOENAILS.
SEE DETAIL"F"ON SHEET SD-7
DRAWN BY:
JCG
CHECKED BY:
JKH
ROor FRAMING LAYOUT
S-4--