Main Street 1540 ,r
MAP SHOWING BOUNDARY SURVEY OF
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A PART OF LOTS 1, 2 AND 3, BLOCK 53, OF SECTIONH', ATLANTIC BEACH ACCORDING TO PLAT THEREOF
RECORDED IN PLAT BOOK 18, PAGE 34 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA,
TOGETHER WITH A PORTION OF THE LANDS BEING A PART OF THE CASTRO Y. FERRER GRANT, SECTION 38,
TOWNSHIP 2 SOUTH, RANGE 29 EAST, DESCRIBED 1N DEED BOOK 779, PAGE 212, OF THE CURRENT PUBLIC POINT—OF—EV Y ROAp (66# R O.R. BEGINNING
RECORDS OF SAID COUNTY, EXCEPTING THAT PART OF SAID LOT 1 CONVEYED TO THE STATE OF FLORIDA IN �/,
DEED BOOK 1015, PAGE 234 OF THE CURRENT PUBLIC RECORDS OF SAID COUNTY, AND ALSO EXCEPTING POINT—'OF slto, PAGE 1330
THAT PART OF SAID LOTS 1 AND 2, LYING IN LEVY ROAD (A 66 FOOT RIGHT OF WAY AS NOW SOUTH —REFERENCE
ESTABLISHED ALL BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGIN AT THE INTERSECTION OF ERLY R/W LINE. SANITARY
MANHOLE� PARCEL ",q" '
THE SOUTHERLY RIGHT OF WAY LINE OF SAID LEVY ROAD WITH THE WESTERLY RIGHT OF WAY LINE OF STATE (No CAP ' "
S84 37 41 E 130.64' PERPETUAL '
ROAD AIA ( A 100 FOOT RIGHT OF WAY AS NOW ESTABLISHED); THENCE SOUTH 20' 28' 35" WEST ALONG S84 + II, (TC) EASEMENT ,
THE SAID WESTERLY RIGHT OF WAY LINE OF AIA, 196.63 FEET; THENCE NORTH 69' 34' 55" WEST, A
�� E 131.�+ � (P13828, PA) PER O.R. '
cJ�iu GE 1960 & '
DISTANCE OF 192.11 FEET, THENCE NORTH 20' 54' 13" EAST, 33.20 FEET; THENCE SOUTH 69' 20' 10" EAST,
0-R- 13x44• PAGE 982 '
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64.77 FEET; THENCE NORTH 20' 54' 13" EAST, 129.80 FEET, TO ITS INTERSECTION WITH THE SAID
CONCR£T£CORE B 4384 SIGNAL POLE
SOUTHERLY RIGHT OF WAY LINE OF LEVY ROAD; THENCE SOUTH 84' 37' 41" EAST ALONG SAID SOUTHERLY /^
RIGHT OF WAY LINE 130.64 FEET TO THE POINT OF BEGINNING. T ,
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THE ABOVE DESCRIBED LANDS ARE THE SAME LANDS AS INTENDED TO BE DESCRIBED IN OFFICIAL RECORDS v SANMANHhOLEOLE
VOLUME 6110, PAGE 1330 OF THE OFFICIAL RECORDS OF DUVAL COUNTY, FLORIDA. M^L4
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A PORTION OF LOTS 1, 2 AND 3, OF SECTION "H" ATLANTIC BEACH ACCORDING TO PLAT PP s
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THEREOF RECORDED IN PLAT BOOK 18, PAGE 34 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, 819 3' ., MAL ��, �''° ` �� cqs �° r RI CIA w
FLORIDA, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: FOR A POINT OF REFERENCE COMMENCE AT
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THE INTERSECTION OF THE SOUTHERLY RIGHT OF WAY LINE OF LEVY ROAD (A 66 FOOT RIGHT OF WAY AS6'
NOW ESTABLISHED) WITH THE WESTERLY RIGHT OF WAY LINE OF MAYPORT ROAD/ STATE ROAD A-1—A (A o `DD AL 40S 110-
100 FOOT RIGHT OF WAY AS NOW ESTABLISHED) AND RUN SOUTH 20' 28' 35" WEST, ALONG SAID WESTERLY 06
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RIGHT OF WAY LINE OF STATE ROAD A-1—A, A DISTANCE OF 196.63 FEET TO THE POINT OF BEGINNING. Qi�. tr MAL o
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261CORNER T°IRON l CERTIFIED T0:
/ FIRST AMERICAN TITLE INSURANCE COMPANY
NOTES: o
FIRST GUARANTY BANK & TRUST COMPANY OF JACKSONVILLE
1. BEARING REFERENCE: S20'28'35"W FOR THE WESTERLY R/W NAIK ENTERPRISES OF MAYPORT, INC.
LINE OF MAYPORT ROAD PER O.R. �3/
6110, PAGE 1330. SAMUEL L. LEPRELL, ATTORNEY
2. THIS IS AN ABOVE SURFACE SURVEY (,,&Y. UNDERGROUND INFORMATION NOT LOCATED OR SHOWN.
3. THE PROPERTY SURVEYED HEREON /,'PEARS TO LIE WITHIN FLOOD ZONE "X" AS SCALED FROM l �'-
THE FLOOD INSURANCE RATE MAPS, c.: 4MUNITY PANEL No. 120075-0001D, DATED 4-17-89. /
4. SEE SCHEDULE "A" OF FIRST AMERIk'0AN TITLE INSURANCE COMPANY COMMITMENT NO. �• / "�
2080-1628325, DATED APRIL 19, 2007 FOR REFERENCE.
5. ITEM 8 (PERPETUAL EASEMENT PER O.R. 13828, PAGE 1690 AND O.R. 13944, PAGE 982) OF
SCHEDULE B—SECTION 2 OF ABOVE MENTIONED TITLE COMMITMENT IS SHOWN ON SURVEY.
6. ITEM 9 (DECLARATION OF COVENANTS, CONDITIONS, RESTRICTIONS PER O.R. 8377, PAGE 515) 0
SAID SCHEDULE B—SECTION 2 OF TITLE COMMITMENT IS NOT A SURVEY MATTER, BUT DOES AFFECT
SUBJECT PROPERTY.
7. BEARINGS AND DISTANCES SHOWN THUS: (TC) REFER TO ABOVE MENTIONED TITLE COMMITMENT.
BEARINGS AND DISTANCES SHOWN THUS: (M) REFER TO ACTUAL FIELD MEASUREMENTS OR 1 HEREBY CERTIFY THAT THIS SURVEY, PERFORMED UNDER MY
CALCULATIONS THEREFROM. RESPONSIBLE DIRECTION MEETS THE MINIMUM TECHNICAL STANDARDS FOR LAND C,"SON "M ASSOCIAMS, Pic,
SURVEYORS IN ACCORDANCE WITH CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE PROFESSIONAL SURVEYORS dC MAPPER
8. ALL LOT AND BLOCK INFORMATION SHOWN HEREON REFERS TO PLAT 01 -,r�,:, '" CODE (PURSUANT TO SECTION 472.027, FLORIDA STATUTES), AND FURTHER S
BEACH, RECORDED IN PLAT BOOK 18, PAGE 34 OF THE CURRENT PUBLIC RECO ' t_I�Ilh r I IIA T P PERE ARE NO VISIBLE ENCROACHMENTS UPON THE SUBJECT LB NO. 1704
RDS OF UU ti'.IL � •,.�;
COUNTY, FLORIDA.
...a:,,,�,,,,, F'kuf,Ek l t ExcENT A5 SHOWN. 1643 NELDO
JULY 20, 200 7 JACKSONVILLE, FLORIDA,DATE SURVEYED: 32207
'``— �" ~ "'" PHONE: 904-396-2623
9. PARCEL "A" LEGAL DESCRIPTION PREPARED BY THE UNDERSIGNED. SAID DESCRIPTION XiCRIBES SCALE: 1 "=20'
THE AREA BETWEEN THE WRITTEN BEARINGS AND DISTANCES OF DESCRIPTION CONTAINED IN O.R.
6110, PAGE 1330 AND THE ACTUAL SOUTHERLY LINE OF BLOCK 53 AS SURVEYED HEREON. FIELD BOOK: 791 PAGES: 44, 45
DRAWING NO. B-2350 JOSE A. HILL, JR., REGISTERED SURVEYOR NO. 4487, FL.
C:\DWG\A2007\LEVY-RD BDY.dwg\C SURVEY NOT VALID UNLESS EMBOSSED WITH SURVEYORS SEAL.
GENERAL: CONCRETE: STRUCTURAL STEEL:
Metal Connector Fastening Schedule
1. Project has been designed in accordance with 2004 Florida Building Code 1. All concrete has been designed in accordance with "Building Code Requirements GENERAL: Simpson ID USP ID Uplift Ca acit lbs Fasteners Anchors a U.O.N.
Building, 2004 Florida Existing Building Code, and/or 2004 Florida Building for Structural Concrete, ACI 318-05, and shall be constructed in accordance with ABU44-Z PAU44-TZ 2200(SYP) 12 16d 5/8 w/7"embed
Code Residential, as applicable (with 2006 supplements). "Specification for Structural Concrete,"ACI 301. 1. All structural steel has been designed in accordance with AISC"Manual of Steel ABU66-Z PAU66-TZ 2300 SYP 12 16d 5/8 w/7 embed V-
CS16 RS150 1705 SYP or SPF 11 10d in each end- 22 total n/a ..
Construction"and shall be constructed in accordance with AISC"Specification for DSP 775(SYP or SPF) (8)10dxl%"into studs n/a w
2. It is the intent of the Engineer of Record (Engineer)that this work be performed 2. All concrete shall have the following minimum compressive strength at 28 days in Structural Steel Buildings,""Code of Standard Practice for Steel Buildings and Bridges," 6 10dxl'/z"into double plate
in conformance with all requirements of the authorities having jurisdiction over accordance with ASTM C 172, C31 and C39: "Detailing for Steel Construction,"and have the following designations: H2.5A RT7A 600 SYP 5 8d in each end- 10 total n/a N U
this type of construction and occupancy. a. Slabs on grade,footings, and miscellaneous concrete: fc=2500psi Welded connections------------------------------------------------AWS D1.1 H2.5T RT7A 545 SYP or SPF 5 0.131"x1'/z"in each end- 10 total n/a = Q
b. Cast-in-place beams, columns,walls, and structural slabs:fc=3000psi Structural steel shapes, plates, etc. ---------------------__----ASTM A36 H3 RT3A 455 SYP 4 8d in each end- 8 total n/a E LV
ASTM A53 or A501 H6 RT A6 950 SYP 820 SPF 8 8d in each end- 16 total n/a
3. The contractor is responsible for the means and methods of construction and Structural steel pipe
____--------___----------___--------____---- H8 8A 745 SYP 5 10dx1'/Z"in each end- 10 total n/a _
shall work in conformance with all applicable codes and regulations. It is the 3. Cement shall conform to"Specification for Portland Cement"(ASTM C150 ___________ __ _________ , " " " " o
PP 9 P ( ) Structural steel tubing-------------- - ---------- ASTM A500 HDQB UPHD8 8325 SYP 7210 SPF 2� /.x3 SDS 7/8 w/15 embed SET epoxy only) C ,
contractor's sole responsibility to determine erection procedure and sequence HETA16 HTA16 1810 SYP 10 10dxl%" 4"embed. 2 y
to insure the safe of the building and its component arts during erection. 4. Aggregate shall conform to"Specification for Concrete Aggregates" ASTM C33
safety 9 P P 9P ( ) 2. All structural steel connections and fabrications shall comply with AISC specifications. HTS20 or HTS30 HTW20 or HTW30 1450(SYP) 1245 SPF (10) 10d in each end- 20 total n/a �
HTSM16 or HTSM20 HTWM16 or HTWM20 1175(SYP) (8)10d into wood n/a c Z
4. The contractor shall be responsible for all temporary bracing that is required 5. Water shall be clean and free of injurious amounts of oil, acids, alkalis, salts, 3. All steel decking has been designed in accordance with"Steel Deck Institute(SDI)"and (4)'/."x2'/4"Titen into CMU Z
duringconstruction to keep the structure safe and plumb until the entire organic materials or other substances that are deleterious to concrete or steel shall be constructed in accordance with SDI "Manual of Construction with Steel Deck". 4 '/4"Xl%"Titen into concrete O Q
p P
structure is in place. Any bracing shown on the structural drawings is for the reinforcement. HTT16 HTT16 4175 SYP 3695 SPF 18 16d 5/8"w/7"embed mono and 12"embed stem y
HTT22 HTT22 5250 SYP or SPF 32 16d sinkers 5/8"w/7"embed mono and 12"embed stem
completed structure only. 4. All bar joists have been designed in accordance with"Steel Joist Institute(SJI)"and LSTA18 LSTA18 1235 SYP 1165 SPF 7 10d in each end- 14 total n/a a
6. Additional concrete requirements for structures located within 1500 ft of the Coastal shall be constructed in accordance with SJI "Standard Specifications for Joist Girders". LTS12 LTW12 775 SYP 665 SPF 6 10d in each end- 12 total n/a Q,
5. The contractor shall verify all conditions and dimensions at the job site prior to Control Line(CCL)and exposed to salt spray are as follows: LTT20 LTW20 1750(SYP or SPF) (10) 16d 1/2"w/4'/"embed(mono)and 7"embed •�
commencing work. a. All concrete shall have the following minimum compressive strength at 5. All light gage structural framing has been designed in accordance with "AISI Standard stem ;0 F_
28 days in accordance with ASTM C 172, C31 and C39: LTTI31 LTTI31 2310(SYP or SPF) (18)10dxl%" 5/8"w/4'/s"embed(mono)and 7"embed o
for Cold-Formed Steel Framing"Grade 33-U.O.N. stem 4- U)
6. The contractor shall supply, locate,and build into the work all inserts, anchors, i. Slabs on grade,footings, and miscellaneous concrete: MGT MUGT15 3965 SYP 22) 10d 5/8"w/7"embed mono and 12"embed(stem)
angles, plates, openings, sleeves, hangers, slab depressions, pitches, or other f c=3000psi 6. Steel shop drawings shall be provided to the Engineer for approval prior to fabrication. MSTA24 MSTA24 1640(SYP) 1525 SPF 9) 10d in each end- 18 total n/a o W _
components as may be required to attach and accommodate other work. ii. Cast-in-place beams, columns,walls, and structural slabs: MSTAM24 1500(SYP or SPF) (9) 10d into wood n/a 3 Q
fc=5000psi 7. Holes required for bolted connections may be drilled or punched. Flame-cut holes shall (5)%"x2%4"Titen into CMU c
5 '/4"xl%"Titen into concrete '�' O C
7. All details and sections shown on the structural drawings are intended to be b. Maximum water-cement ratio: 0.40 not be used. MSTA30 MSTA30 2050 SYP 1900 SPF a
11 10d in each end- 22 total n/a
typical and shall be construed to apply to any similar situation elsewhere in the C. Maximum chloride ion content: 0.15 percent by weight of cement in
MSTA36 MSTA36 2050 SYP or SPF 13) 10d in each end- 26 total n/a Z
work except where indicated otherwise. accordance with ASTM C 1218 8. Bolts shall be installed to the"snug-tight"condition-u.o.n. MSTAM36 1870(SYP or SPF) (13) 10d into wood Na
(8)'/:'x2%4"Titen into CMU c
8. Refer to the structural drawings for all structural details and sections. The 7. Reinforcing steel shat; be ASTM A615 Grade 40 unless otherwise noted on the PAINTING: 8 '/4'x13/4"Titen into concrete o J �-
contractor shall contact the Engineer for clarification in cases of conflict structural drawings.All reinforcing details shall conform to"Details and Detailing of
MSTC66 MSTC66 5660 SYP or SPF 38 16d sinkers in each end- 76 total n/a 78
MTS 12 or MTS20 MTW12 or MT V20 1000 SYP 860 SPF 7 10d in each end- 14 total n/a c
between the structural drawings and any drawings prepared by others prior to Concrete Reinforcement,"ACI 315, unless detailed otherwise on the structural 1. All structural steel shall be shop-painted. Prior to painting,steelwork shall be cleaned in
MTSM16 or 860(SYP) (7) 10d into wood n/a
commencing work. drawings. accordance with Steel Structures Painting Council (SSPC)SP-6"Commercial Blast MTSM20 (4)'/4"x2%"Titen into CMU cc
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Cleaning"after removal of loose rust, loose mill scale, and spatter, slag, or flux deposits. 4 '/4"x13/"Titen into concrete -0
9. All window and door assemblies shall be designed to withstand the applicable 8. Tolerances for foundation and slab alignment as well as placement of reinforcement PA51 TA51 3685 SYP or SPF 21 16d 4"embed o Z
(4
design wind pressures and shall be installed according to the manufacturer's shall be in accordance with Standard Tolerances for Concrete Construction and �2. For projects located within 1500 feet of the Coastal Control Line(CCL),all structural PHD2 PHD2 3610 SYP 3375(SPF) (10 '/4"x3"SDS 5/8"w/7"embed(mono)and 12"embed(stem)
SPH4 or SPH6 SPTH4 or SPTH6 1360(SYP)
1170(SPF) 12 " n/a � W
requirements. Materials,"ACI 117. Footing or slab edges may be up to 2"outside and 1/2" inside steel shall be cleaned in accordance with SP-5 "White Metal Blast Cleaning". SSP 3SPF) (4)100x10dxlx1'/zinto studs n/a �
of the sill plate. . .(D
3 100x1'/"into double plate L
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10. The design of the project structure assumes an allowable soil bearing capacity 3. Immediately after surface preparation, SSPC Paint 15(red oxide)primer paint shall be STHD14 STAD14 4430 SYP or SPF 38' 16d sinkers 14"embed c w Z 0
of 2000 psf. It is the owner's and/or contractor's responsibility to obtain a soils 9. All concrete slabs on grade shall be the thickness as indicated on the drawings over applied in accordance with the manufacturer's instructions. Painting methods shall be Notes: �; J
1.All connectors are manufactured by Simpson Strong-Tie or USP Structural Connectors(U.O.N.) > V
exploration report. All requirements for site preparation and soil compaction minimum 6 mil. polyethylene (visqueen)vapor barrier. Slabs shall be reinforced with used that result in full coverage of joints, comers, edges, and exposed surfaces. 2.SYP=Southern Pine;SPF=Spruce-Pine-Fir 8
specified in the soil report shall be followed unless more stringent requirements 6x6 W1.4x1.4 WWF lapped 8"at edges and ends in conformance with ASTM-A 185, 3.Mono=monolithic concrete;stem=masonry stemwall or bond beam 42 �
4.Anchorage refers to threaded anchors with noted diameters and embedment depths c0
are specified. The Engineer shall be notified if soil conditions encountered or fibermesh reinforcement shall be used with minimum 2"fiber length at 1 LB/CY 4. For projects located within 1500 feet of the Coastal Control Line(CCL), SSPC Paint 20 5.All nails noted are"common" u.O.N. 3
differ from the noted assumptions. complying with ASTM C1116. Type 1 (zinc inorganic)shall be applied,followed by SSPC Paint 22(epoxy). w
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MASONRY: 10.Slabs on grade shall bear on structural fill which shall be clean sand free of debris 5. SSPC Paint 36(polyurethane)shall be applied as the final coat to all structural steel z rn
and other deleterious material. Structural fill shall be compacted to a density of at surfaces exposed and visible to the exterior of the structure. a to
General- least 95%of the Modified Proctor Maximum Dry Density(ASTM D1557). Fill shall be co
co treated with termite poison before slab is placed. 6. Field touch-up after installation where required to restore final finish. U)) z
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1. All masonry has been designed in accordance with"Building Code
Requirements for Masonry Structures, ACI 530-05, and shall be constructed in
11.Footings may bear upon undisturbed soil or upon structural fill. Structural fill shall c��l p a
accordance with "Specifications for Masonry Structures,"ACI 530.1-05 be compacted to a density of at least 95%of the Modified Proctor Maximum Dry � O U�_
Density(ASTM D1557)for a depth of at least two feet(2 W
0 )below the bottom of ROOF COVERING. c W i
2. Grout shall conform to ASTM C476 with minimum 28 day compressive strength the footing.
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of 2000 psi per ASTM C1019. Grout shall be mixed to provide a slump between 1. The contractor shall be responsible for the design and installation of the.roof 0 Z
8"to 11". 12.The following minimum concrete cover shall be provided for reinforcement: -a
--------
1 covering system. � O
3. Mortar shall conform to ASTM C270 and be Type M or S. Type N mortar may 3-�-------Concrete cast against and permanently exposed to earth. w
2. Asphalt shingles shall comply with ASTM D3161 and be installed according to o .�
2"------Concrete exposed to earth or weather,#6 bar and larger. ..- < uu
be used in brick veneer. .r 1
1 '/z'-----Concrete exposed to earth or weather, #5 bar and smaller. the manufacturers requirements. �� LO
1 '/z'-----Concrete not exposed to weather or in contact with earth for the �.,,_ e �
4. The contractor shall be responsible for the design and installation of all flashing 3. Clay and the roofs shall be installed per the"Concrete and Clay Roof Tile co 0 w �
primary reinforcement,ties, stirrups, and spirals in beams and columns.
2"---------Concrete walls and slabs exposed to salt spray Installation Manual,"and the manufacturer's requirements. �� o
Concrete Masonry(CMU): .3 -; Z
2 Y2"-------Other concrete members exposed to salt spray 4. Standing seam metal roofs shall comply with ASTM E1514 and be installed w
ILL
1. Concrete masonry units(CMU)shall be ASTM C90-75, Hollow Load-Bearing according to the manufacturer's requirements. - a
Concrete Masonry Units,Type 1, Grade N-1, normal weight,with a minimum 13.A11 continuous reinforcing steel in concrete shall be lap-spliced with the following g q � O \ J U_
compressive strength of 1900 psi fm=1500 psi). minimum lengths unless otherwise noted on the structural drawings: H n§
P 9 P ( P ) #4 bars: 21"minimum 5. The contractor shall be responsible for the design and installation of all metal Q, Q
2. All continuous reinforcing steel in masonry shall be lap-spliced with the following #5 bars: 26"minimum flashing and valley material. -
minimum lengths unless otherwise noted on the structural drawings: #6 bars: 32 minimum
#4 bars: 20"minimum
#7 bars: 46"minimum
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#5 bars: 25"minimum 14.Reinforcement in footings shall be bent around comers or comer bars shall be used. WATERPROOFING: �
#6 bas J__ U
bars: 30"minimum � w
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#7 bars: 35"minimum p P necessary pp 1. The contractor shall be responsible for all water r g;and flashing
15.The contractor shall provide spacers,chains, bolsters, etc., necessa to support p p oofin
in 5'-0" maximum lifts. reinforcing steel. Support items which bear on exposed concrete surfaces shall have
3. Grout all cells containing vertical reinforcementconsiderations. •� w
ends which are plastic tipped or stainless steel.
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4. Provide cleanouts per ACI 530.1-02 in the bottom course of masonry
when the wall height exceeds 6-0".
N = Z
WOOD FRAMING: CL
5. Beam reinforcement shall be continuous across control joints. UL
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s been designed in accordance with"National Design Specification SYMBOL LEGEND
Clay Masonry(Brick): LL
1. All wood framing has g g p
(NDS)for Wood Construction,"2001 Edition VIEW DIRECTIO, W 4
W
('
1. Brick shall conform to ASTM C62, C216, or C652 for Building Brick, Facing SECTION IDENTIFICATION
a
Brick, and Hollow Brick, respectively. Grade SW shall be used. 2. All wood members exposed to weather or in contact with masonry, concrete or soil r PORTION OF STRUCTURE WHERE
shall be treated with an appropriate preservative suitable for the exposure conditions. WALL SECTION A SECTION IS CUT
r hall be anchored with a roved ties s SD-1
2. Brick venee s PP aced no more than 16"o.c.P
SHEET NUMBER WHERE THE SECTIONv� N
vertical and 16"o.c. horizontal. Additional ties shall be provided around all wall 3. If ACID treatment is used on any wood member,then all Waiting shall require hot-dipped
IS DRAWN a N
„. co
galvanized nails meeting ASTM A153, Class C, or ASTM B695, Class 50. If borate $ U-) o
openings greater than 16 in either direction, and shall be spaced no more than
treatment is used then galvanizing is not required. o
36"o.c. and placed within 12"of the openings.
CHANGE IN SECTION C
c
in thickness than No.9 gage wire 4. Prefabricated wood trusses shall comply with National Design Specifications (NDS) 'a z a`�o o
3. Strand wire veneer ties shall not be less c g g " LOCATION WHERE SECTION WILL CHANGE c w co �p
and shall have a hood embedded in the mortar joint. Sheet metal ties shall for Wood Construction, 2001 Edition and National Design Standard for Metal Plate
tv � _I N
not be less than No.22 gage by %"corrugated and fastened with 1 %" Connected Wood Truss Construction (ANSI/TPI 1-02)."
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i hall a used at VIEW DIRECTION >, Z
galvanized roofing nails. Adjustable or strand wire veneer ties s b 5. All trusses shall be designed by the Truss Manufacturer's registered Engineer. a ¢ 0 o x
CMU walls. A A- SECTION IDENTIFICATION 8 cv t
CROSS SECTION SD-1 SD-1 SHEET NUMBER WHERE THE SECTION civ � U o-
6. The truss manufacturer shall submit shop drawings and design notes with a registered - Q
4. Unless otherwise noted on the plans, a 3 '/Z"x 3%Z"x'/4"steel angle shall be IS DRAWN c co -�
used for supporting brick veneer over openings. This angle will not be required Engineer's seal for approval. Design notes shall include the rated load capacity of the E d'
for arched windows where brick is self-supporting. If the length of the opening truss to truss connectors,and the manufacturer's license to fabricate trusses utilizing
exceeds 5'-0"then the steel angle shall be attached to the wood framing with
the connector system proposed.The contractor shall approve fabrication and ___--LOCATION OF DETAIL $
SALE:
/e x 3 lag screws @ 32 o.c. installation drawings showing size, shape and layout. DETAIL IDENTIFICATION N/A
DETAILA SHEET NUMBER WHERE THE DETAIL z DO NOT SCALE
7. Jobsite handling and erection, including temporary bracing, during installation of IS DRAWN
HARDWARE AND ANCHORS: trusses shall comply with TPI/WTCA BCSI 1. SD-1 Cn
2 THIS DRAWING
8. All prefabricated wood trusses subjected to uplift conditions shall be securely fastened RELEASE DATE:
1. All framing anchors and connectors noted on the structural drawings shall be to their supporting walls or beams with metal connectors as noted in the Truss _---VIEW DIRECTION 03-28-08
manufactured by Simpson Strong-Tie or Engineer approved equal. Connection Schedule.
ELEVATION A ELEVATION IDENTIFICATION REVISIONS:
2. All anchor bolts and threaded rods shall be in accordance with ASTM A307, Grade A, SD-1 SHEET NUMBER WHERE THE ELEVATION -�
9. All gable ends shall be balloon framed or braced in accordance with the applicable IS DRAWN
or ASTM F1554, Grade 36. detail as shown in the structural drawings
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3. All metal connectors and hardware which are exposed to the exterior or in contact with UJ
10,
ACID pressure treated lumber shall be Type 316 stainless steel or galvanized per
CD
ASTM A153, Class C, or ASTM B695, Class 50.
75
4. All anchor bolts,threaded rods, and associated hardware located within
1500 feet of the Coastal Control Line(CCL)shall be galvanized per ASTM A153,
WN BY:
Class C, or ASTM B695, Class 50
CMF
5. Wedge/Expansion bolts shall be"Power Stud/Rawl Stud"by Powers Fasteners/
g►��.�'WED FOR CODE COMPLIANCE CHECKED CHECKED BY:
Rawl, "Trubolt"by ITW Ramset/Redhead, "Wedge-All"by Simpson Strong-Tie, or T.,,} CT's, w WJD
Engineer approved equal. % - Indicates additional requirements for structures located within 1500 feet of the OF ATLANTIC BEACH �,
SEE PERMITS FOR ADDITIONAL. � SHEET:
Coastal Control Line (CCL). REQUIREMENTS AND CONDITIONS.
6. Anchor adhesives shall be either Epoxy-Tie SET or Acrylic-Tie AT by Simpson75
-Tie and installed according to the manufacturer's instructions. Holes shall be _ _ ; _
ILE COPY
Strong g
r t installation of anchor adhesive . `�' REVIEWED BY: � DATE: y�O �
cleaned of all debris and brushed out prior o
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WIND PRESSURES ON WINDOWS & DOORS ('psD
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AREA OF OPENING EDGE STRIP 5) INTERIOR ZONE 4) 3 lowZ Q
Pos Neg Pos Neg o
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0 to 20 sf 31.7 -42.5 31.7 -34.4 -2 O O
20.1 to 50 sf 30.4 -39.5 30.4 -33.1 �, V
50.1 to 100 sf 28.5 -35.8 28.5 -31.2 >=c
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100.1 to 200 sf 26.9 -33.1 26.9 -29.6 a = T'
200.1 to 500 sf 1 25.6 -30.1 25.6 -28.2 �i
Base Design Pressure 26.91 IGCpi=t0.18 rn
ISoffit Design Pressure(t) 29.6 i J � z
DESIGN LOADS DEFLECTION CRITERIA o J Q
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FLOORS FLOORS
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LIVE LOAD CARPET OR WOOD FINISH cc U
EXISTING STRUCTURE F-n w Cn
LIVING AREAS: 40psf LIVE LOAD: 0480 c til Z
EXTERIOR BALCONIES: 60psf TOTAL LOAD: U240 w O
EXTERIOR DECKS: 40psf > U
DEAD LOAD TILE OR BRITTLE FINISH
CARPET OR WOOD FINISH: 15psf LIVE LOAD: U600 s
TILE OR BRITTLE FINISH: 20psf TOTAL LOAD: U360 3
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ROOFS ROOFS J0-- a
LIVE LOAD LIVE LOAD: U240 Z CD
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TRUSS TOP CHORD: 20psf TOTAL LOAD: U180 c� fOL
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TRUSS BOTTOM CHORD: 10psf E CC) g o
CONVENTIONAL RAFTER: 20psf WALLS U) Z
CONVENTIONAL CEILING: 20psf BRITTLE FINISH cc ^LO w
EXISTING FOOTING DEAD LOAD WIND LOAD: 0240 :a0 p
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TRUSS TOP CHORD: O
SHINGLE- 7psf FLEXIBLE FINISH: s m
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TILE- 15psf WIND LOAD: U120
TRUSS BOTTOM CHORD: 5psf 0
CONVENTIONAL RAFTER: ai Z
SHINGLE- 10 sf a
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TILE- 20psf � 0_
L--� CONVENTIONAL CEILING: 10psf o F-
16"x 16"x 10" '" w
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5'-0" 5'-0" 5'-0" DEEP FOOTING DESIGN CRITERIA: "'
15'-0" BUILDING CODE:2004 FLORIDA BUILDING CODE,RESIDENTIAL w w- 01)
WITH 2006 SUPPLEMENT C "� .
WIND DESIGN METHOD:ASCE 7-02 �- �O� Z
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BASIC WIND SPEED: 120 mph LL ` J J
FOUNDATION LAYOUT ca `� J U-
BUILDING CATEGORY: II LU
WIND IMPORTANCE FACTOR: 1.00 '� U
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ENCLOSED STRUCTURE
BUILDING CLASSIFICATION:RESIDENTIAL U
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BUILDING TYPE:TYPE V CONSTRUCTION Q 0-
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'%2'RATED SHEATHING,EXPOSURE I-TILE ROOF BY OTHERS = o
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FASTEN WITH 0.113 x 2 RING SHANK cc
NAILS @ 6-O.C.ON EDGES AND INTERMEDIATE SUPPORTS. 2 12 W Cnui
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NEW 2x8 RAFTERS @ 16"O.C. T 2x6 RAF 12 u.
: EXISTING �°
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(2)2x8 HEADER SIMPSON MTSM20 w/
10d NAILS INTO TOP OF '-
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EXISTING >% •.� a,
CONCRETE WALL 8 Y = �L
2 RAF ERS 16" SHEARWALL LEGEND: oCO
4x4 POST E
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® = SHEARWALLS SHALL BE CONSTRUCTED WITH EITHER
w SCALE:
Xs" OR'YW RATED SHEATHING,EXPOSURE I.FASTEN z Y4
WITH 0.131"x 2Y2"NAILS @ 6"O.C.ON EDGES AND W DO NOT SCALE
12"O.C.ON INTERMEDIATE SUPPORTS. a THIS DRAWING
EXISTING 4"SLAB RELEASE DATE:
ABU44 POST BASE w/ (TO REMAIN) = SHEARWALLS SHALL BE CONSTRUCTED WITH EITHER
/L"HEADED BOLT Xs"OR'Y3Z RATED SHEATHING,EXPOSURE I.FASTEN L 03-28-08
-- - - - - CAST 5"INTO NEW WITH 0.131"x 21i"NAILS @ 3-O.C.ON EDGES AND REVISIONS:
FOOTING :". ° ° a 12"O.C.ON INTERMEDIATE SUPPORTS. Q,
SHEATH BOTH SIDES OF INDICATED SHEARWALL AND NAIL
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WITH DENOTED PATTERN. 'vrn
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NEW 16"x 16"x 10" 20
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ROOFLAYOUT DEEP FOOTING UNDER
EXISTING SLAB N
WOOD FRAMED HEADER LEGEND: _
12'-0" DENOTES SIZE DRAWN BY:
OF HEADER CMF
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2 2x HEADER .�
C K 2 CHECKED BY:
SECTION THRU NEW COVERED PORCH DENOTES QUANTITY DENOTES QUANTITY w WJD
OF CRIPPLES OF KING STUDS SHEET:
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NOTE: _
ALL WOOD FRAMED LOAD BEARING HEADERS SHALL BE MINIMUM c
(2)2X6 No.2 OR BETTER SYP.INSTALL MINIMUM(1)CRIPPLE AND N �
(1)KING STUD AT EACH HEADER(U.O.N.)