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NORTHING: 2178946.074 I PO ST CORNER OF LOT 2 -
EASTING: 531301.888 NORTHWE OD
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BENCHMARK: - - - -
FOUND MAGNAIL & DISK, LB3672 1.0'
ELEVATION=15.42 (NAVD 1988)
ASPHALT DRIVE
_ .. _ .. N87 58'28"W 228.11'
D.N.R. MONUMENT NO. A20
NORTHING: i2,181553.517
EASTING: 375084.004
NOTES:
1. THIS IS A BOUNDARY SURVEY.
2. NO BUILDING RESTRICTION LINE PER PLAT. THERE MAY BE
RESTRICTION LINES OR EASEMENTS BY ZONING OR RECORDED IN
THE PUBLIC RECORDS OF THIS COUNTY THAT AFFECT THIS
PROPERTY THAT ARE NOT SHOWN ON THIS SURVEY.
3. BEARINGS ARE BASED ON THE COASTAL CONSTRUCTION CONTROL
LINE AS RECORDED AUGUST, 1992 AND RECORDED IN MAP BOOK
'C' PAGES 72, 72A THROUGH 72H.
4. THE EROSION CONTROL LINE AS RECORDED IN PLAT BOOK 35,
PAGES 59, 59A AND 59B OF THE CURRENT PUBLIC RECORDS OF
DUVAL COUNTY, FLORIDA WAS ESTABLISHED AS THE SEAWARD
BOUNDARY OF ALL OCEANFRONT PROPERTY IN DUVAL COUNTY BY
FLORIDA STATUTES CHAPTER 161.191.
5. THE GENERAL PERMIT LINE IS SHOWN AS PER OFFICIAL RECORDS
BOOK 12975, PAGE 1781 OF THE CURRENT PUBLIC RECORDS OF
DUVAL COUNTY, FLORIDA.
6. BEARINGS AND DISTANCES WITH THE "DEED" LABEL ARE AS PER
OFFICIAL RECORDS BOOK 17961, PAGE 1623 OF THE CURRENT
PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA.
7. BENCHMARK USED IS FOUND MAGNAIL SOUTHWEST INTERSECTION
OF 1 ST STREET AND OCEAN AVENUE IN EAST SIDE OF 11 " PALM.
ELEVATION=12.40 (NAVD 1988) DATUM.
8. MEAN HIGH WATER LINE (MHW) BASED ON EXTENDED DATUM FOR
TIDE STATION 872-0291, JACKSONVILLE BEACH. MHW = 2.1 N.A.V.D.
(1988) WITH A TIDE RANGE OF 5.1 FEET
9. SEASONAL HIGH WATER LINE CALCULATED ACCORDING TO
CHAPTER 16B-33.002(45), FLORIDA ADMINISTRATIVE CODE,
MHW(2.1)+(1.5 X TIDE RANGE(5.1) = 8.25'
THE PROPERTY SHOWN HEREON LIES IN FLOOD ZONES "X" (AREA
OUTSIDE THE 0.2% ANNUAL CHANCE FLOOPLAIN), "AO" (DEPTH 2')
AND "VE" (EL 16) AS WELL AS CAN BE DETERMINED FROM THE
FLOOD INSURANCE RATE MAP No. 12031 CO409H, REVISED JUNE
3, 2013 FOR DUVAL COUNTY, FLORIDA.
NOT VALID WITHOUT THE SIGNATURE AND
THE ORIGINAL RAISED SEAL OF A FLORIDA
LICENSED SURVEYOR AND MAPPER."
FIRST � STREET
VARIABLE WIDTH RIGHT OF. WAY PAVED PUBLIC ROAD
( FORMERLY �IaaDONALD STREET)
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NORTHING: 2,178371.217
EASTING: 375348.223
aecKeoBY: _IIFILE: 20�IIoR"�++er:�ll BOATWRIGHT LAND SURVEYORS, inc.
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MAP SHOWING SURVEY OF
LOT 2, TOGETHER WITH A PART OF LOT 1, BLOCK 32, PLAT No. 1 SUBDIVISION "A" ATLANTIC BEACH AS RECORDED IN PLAT BOOK 5,
PAGE 69 OF THE CURRENT PUBLIC RECORDS OF DUVAL COUNTY, FLORIDA; TOGETHER WITH THE LAND LYING EASTERLY THEREOF OUT
TO THE EROSION CONTROL LINE AS RECORDED IN PLAT BOOK 35, PAGES 59, 59A and 598 OF SAID PUBLIC RECORDS; ALL MORE
PARTICULARLY DESCRIBED AS FOLLOWS: FOR A POINT OF BEGINNING, COMMENCE AT THE NORTHWEST CORNER OF LOT 2; THENCE
SOUTH 05'09'00" EAST, ALONG THE WEST LINE OF SAID LOTS, A DISTANCE OF 74.02 FEET TO A POINT 24.00 FEET SOUTHERLY OF THE
NORTHWEST CORNER OF SAID LOT 1; THENCE NORTH 86'49'25" EAST, ALONG THE SOUTHERLY LINE OF THE LANDS DESCRIBED IN
OFFICIAL RECORDS VOLUME 2855, PAGE 954, A DISTANCE OF 200.24 FEET TO THE EAST LINE OF SAID LOT 1 AT A POINT 36.00 FEET
SOUTHERLY OF THE NORTHEAST CORNER OF SAID LOT 1; THENCE CONTINUE NORTH 86'49'25" EAST, A DISTANCE OF 47.48 FEET TO
THE AFOREMENTIONED EROSION CONTROL LINE; THENCE NORTH 04'40'58" WEST, ALONG SAID EROSION CONTROL LINE, A DISTANCE OF
88.89 FEET TO AN INTERSECTION WITH THE EASTERLY PROJECTION OF THE NORTHERLY LINE OF AFOREMENTIONED LOT 2; THENCE
SOUTH 83'23'18" WEST, ALONG SAID NORTHERLY LINE OF LOT 2 AND ITS EASTERLY PROJECTION, A DISTANCE OF 248.38 FEET TO THE
POINT OF BEGINNING.
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THIS SURVEY WAS MADE OR THE BENEFIT OF
WILLIAM C. SCROGINS. OFFICE COPY
DONN- W:- ROATWRIGHT, P.S.M.
FLA. LIC. SURVEYOR AND MAPPER No. LS 3295
FLORIDA LICENSED SURVEYING AND MAPPING BUSINESS No. LB 3672
DATE: SEPTEMBER 17, 2018_ SHEET , OF 1 (904)241-8550
DESIGN CRITERIA
WIND PRESSURES (PSF)
THE STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE 6TH
EDITION.
REFERENCE TO OTHER STANDARD SPECIFICATIONS OR CODES SHALL MEAN THE LATEST
PUBLICATION.
100 SF
FOUNDATIONS ARE DESIGNED FOR AN ASSUMED ALLOWABLE LOAD OF 2,000 PSF.
+30.0
SUPERIMPOSED LIVE LOADS:
+21.2
ROOFS AND CANOPIES: (REDUCIBLE).........................................................................................
20 PSF
FLOORS(REDUCIBLE)....................................................................................................................
40 PSF
BALCONIES........................................................................................................................................
40 PSF
WIND LOADS:
-60.9
ULTIMATEWIND SPEED..................................................................................................................
130 MPH
NOMINALWIND SPEED...................................................................................................................
103 MPH
MEANROOF HEIGHT.........................................................................................................................
18 FT
RISKCATEGORY...............................................................................................................................
II
WINDEXPOSURE...............................................................................................................................
D
ENCLOSURE CLASSIFICATION ...................................................................................................
ENCLOSED
INTERNAL PRESSURE COEFFICIENT............................................................................................
± 0.18
DIRECTIONALITY FACTOR (Kd) ................................................................................................
0.85
SHAPEFACTORS................................................................................................................................
PER CODE
THIS BUILDING IS NOT LOCATED IN THE WIND BORNE DEBRIS REGION. IMPACT RESISTANT
GLAZING IS NOT REQUIRED.
+38.8
CONCRETE
ALL CONCRETE PROPORTIONING, MIXING, TRANSPORTATION, PLACING, AND CURING SHALL
CONFORM TO ACI 301.
ALL CONCRETE SHALL BE LABORATORY DESIGNED AND CONTROLLED TO MEET THE
REQUIREMENTS OF ACI 318 AND THE PROJECT'S DESIGN BUILDING CODE.
USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS IN CONCRETE IS PROHIBITED.
CONCRETE SHALL CONFORM TO THE FOLLOWING:
F'c @ 28 DAYS TYPE AGGREGATE LOCATION W/C RATIO (MAX)
4,000 NORMAL WEIGHT SLAB -ON -GRADE 0.50
3,000 NORMAL WEIGHT FOOTINGS 0.55
3,000 NORMAL WEIGHT ALL OTHER CONCRETE 0.55
THE AIR CONTENT IN ALL CONCRETE EXPOSED TO WEATHER SHALL BE BETWEEN I % & 4%.
CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS NOTED BELOW, OR PER LATEST ACI
318 FOR CONDITIONS OTHER THAN THOSE LISTED:
CONCRETE CAST AGAINST EARTH...........................................................3"
BEAMS AND COLUMNS................................................................................1 1/2"
SLABSON GRADE...........................................................................................2" FROM TOP
FORMED CONCRETE EXPOSED TO EARTH OR WEATHER...................2"
SLABS & WALLS NOT EXPOSED TO EARTH OR WEATHER.................I
CHAMFER ALL EXPOSED CORNER 3/4" MINIMUM.
ALL HOOKS CALLED FOR IN STRUCTURAL DRAWINGS SHALL BE ACI STANDARD HOOKS, UNO.
REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 UNO.
ALL WELDED WIRE MESH SHALL CONFORM TO ASTM Al 85. LAP TWO SQUARES AT SPLICES.
DO NOT WELD REINFORCING STEEL UNLESS APPROVED IN WRITING BY THE STRUCTURAL
ENGINEER.
TIE ALL REINFORCING STEEL AND EMBEDS SECURELY IN PLACE PRIOR TO PLACING CONCRETE.
THE CONTRACTOR SHALL PROVIDE SUPPORTS TO MAINTAIN THE REQUIRED REINFORCING
POSITION. "WET STICKING" DOWELS INTO CONCRETE IS NOT PERMITTED.
THE CONTRACTOR SHALL COMPARE THE STRUCTURAL PLANS AND DETAILS WITH THE
ARCHITECTURAL PLANS AND DETAILS AND REPORT ANY DISCREPANCIES TO THE ARCHITECT
PRIOR TO THE COMMENCEMENT OF SHOP DRAWINGS.
ALL REINFORCING SHALL BE LAPPED WITH ACI CLASS B SPLICE.
MASONRY
PROVIDE HOLLOW, LOAD BEARING CONCRETE MASONRY UNITS CONFORMING TO ASTM C90,
TYPE I WITH A MINIMUM DENSITY OF 105 PCF.
CMU SHALL HAVE A MINIMUM ASSEMBLY COMPRESSIVE STRENGTH (Fm) OF 2,000 PSI.
THE 28 -DAY GROUT COMPRESSIVE STRENGTH SHALL BE 3,000 PSI MINIMUM.
MORTAR SHALL BE TYPE "S" OR "M".
LAP ALL REINFORCING 48 BAR DIAMETERS IN BOND BEAMS AND 72 BAR DIAMETERS IN
VERTICAL WALL REINFORCING AND MASONRY BEAMS.
ALL CMU WALLS SHALL BE LAID IN RUNNING BOND.
STANDARD JOINT REINFORCING SHALL BE PROVIDED AT 16" OC VERTICALLY IN SUPPORTED
WALLS. JOINT REINFORCING SHALL BE PROVIDED AT 8" OC VERTICALLY IN CANTILEVERED
WALLS. JOINT REINFORCING TYPE SHALL BE SPECIFIED BY ARCHITECT.
UNLESS NOTED OTHERWISE ON PLAN SHEETS, REINFORCE ALL EXTERIOR AND LOAD
BEARING CMU WALLS W/ A #5 FULL HEIGHT VERTICAL BAR CENTERED IN WALL AT 24" OC,
ADDITIONALLY, PROVIDE A #5 VERTICAL FULL HEIGHT AT EACH WALL END AND CORNER.
SEE TYPICAL CMU REINFORCING DETAIL FOR OTHER REINFORCING REQUIREMENTS. ALL
CMU CELLS RECEIVING REINFORCING SHALL BE GROUTED SOLID.
UNLESS PROVIDED ON ARCHITECTURAL DRAWINGS, PROVIDE VERTICAL CONTROL JOINTr
AT A MAXIMUM SPACING OF 25'-0" OC. JOINTS SHOULD NOT BE PLACED WITHIN 5'4" FROM
BUILDING CORNERS AND NOT CLOSER THAN 1'-4" TO OPENING EDGES AND MAJOR BEAM OR,;
JOIST BEARING LOCATIONS. CONTRACTOR SHALL SUBMIT JOINT LAYOUT TO ARCHITECT
FOR APPROVAL IF JOINT LOCATIONS ARE NOT SHOWN ON ARCHITECTURAL DRAWINGS.
BOND BEAMS, CMU LINTELS, MASONRY BENEATH STEEL BEAM AND JOIST BEARINGS, AND
OTHER STRUCTURAL ELEMENTS SHALL EXTEND UNINTERRUPTED ACROSS CONTROL JOINTS.
FILL ALL CELLS BELOW FINISHED GRADE.
16" U -BLOCK OR BOND BEAM SHALL CONSIST OF TWO 8" KNOCK -OUT BLOCKS.
BARS SPECIFIED TO BE EACH FACE SHALL BE HELD IN PLACE WITH SPACERS AND SHALL BE
LOCATED 2 3/8" FROM EACH FACE TO THE CENTER OF THE BAR.
MASONRY WORK SHALL BE INSPECTED IN ACCORDANCE WITH ACI 530 QUALITY ASSURANCE
LEVEL 2.
STEEL
ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:
ASTM A992 FOR W -SHAPES
ASTM A36 FOR PLATES, ANGLES, & MISC FRAMING
ASTM A588, GRADE 50, WHERE NOTED
ASTM A501 OR A53 FOR PIPE
ASTM A500, GRADE B FOR TUBES
HEADED STUDS SHALL COMPLY WITH ASTM A108 AND SHALL, BE AUTOMATICALLY END WELDED
PER MANUFACTURER'S RECOMMENDATIONS.
ANCHOR RODS SHALL CONFORM TO ASTM F1554. GRADE 36, NO.
ALL CONNECTION BOLTS SHALL CONFORM TO ASTM A325.
WELDING OF STRUCTURAL STEEL SHALL BE PER AWS D1.1. LATEST EDITION.
WHERE FILLET WELD SIZE ISN'T CALLED -OUT ON WELD SYMBOL, FILLET SIZE SHALL BE 1/16
SMALLER THAN THE THICKNESS OF THE THINNER OF THE ELEMENTS TO BE WELDED.
STRUCTURAL STEEL SHALL BE SHOP PRIMED PER SSPC PAINT SYSTEM NO. 7.00. PRIMER SHALL BE
SSPC PAINT WITH A MINIMUM DRY FILM THICKNESS OF 2.0 MILS. OMIT PAINT AT SURFACES TO BE
FIREPROOFED. TOUCH-UP BOLT HEADS, NUTS, FIELD WELDS, AND ABRASIONS IN SHOP PRIMER WITH
SAME PAINT.
ALL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED.
IF ANY DISCREPANCIES BETWEEN SPECIFICATIONS, NOTES, AND DRAWINGS ARE NOTED, THE MORE
STRINGENT REQUIREMENT GOVERNS.
COLUMN ANCHOR BOLTS ARE DESIGNED FOR COMPLETE CO DITION ONLY. CONTRACTOR SHALL
PROVIDE ALL TEMPORARY BRACING REQUIRED TO MAINTAIN STABILITY UNTIL ALL BRACING
ELEMENTS REQUIRED FOR STRUCTURAL STABILITY ARE IN PLACE.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF MISC STEEL SHOWN ON THE
STRUCTURAL DRAWINGS SUCH AS SHELF ANGLES, LINTELS, SUPPORT MEMBERS FOR CURTAIN WALL
OR MASONRY AND EDGE ANGLES FOR OPENINGS AND PERIMETER CONDITIONS. IT IS THE INTENT OF
THESE DRAWINGS THAT THESE ITEMS ARE FIELD ATTACHED BY FIELD WELDING OR FIELD BOLTING
TO MEET TOLERANCES REQUIRED BY THE OTHER TRADES, THESE TOLERANCES MAY BE MORE
STRINGENT THAN AISC TOLERANCES.
THE CONTRACTOR SHALL COMPARE THE STRUCTURAL PLANS AND DETAILS WITH THE
ARCHITECTURAL PLANS AND DETAILS AND REPORT ANY DISCREPANCIES TO THE ARCHITECT PRIOR
TO THE COMMENCEMENT OF SHOP DRAWINGS.
WOOD
CLIPS, CONNECTIONS, HANGERS, HOLD-DOWNS, ETC. SHOWN PN THESE DRAWINGS ARE SIMPSON
STRONG -TIE CONNECTORS, UNO. FASTENERS OF OTHER MANUFACTURERS MAY BE SUBSTITUTED
PROVIDED THE LOAD VALUES OF THE SUBSTITUTED FASTENER FOR GROUP II WOOD SPECIES EQUALS
OR EXCEEDS THE SPECIFIED FASTENER.
NAILING OF ALL MEMBERS SHALL BE IN ACCORDANCE WITH THE BUILDING CODE. SEE CODE FOR
TABLE.
ALL SLEEPERS AND SILLS SHALL BE MADE OF PRESSURE TREATED WOOD.
PROVIDE A MINIMUM OF 3 STUDS UNDER BEAMS OR GIRDER TRUSSES CARRYING FLOOR OR ROOF
LOADS.
HOLES AND NOTCHES MUST BE APPROVED BY THE ENGINEER. IF APPROVED THE NOTCHES ON THE
ENDS OF JOISTS SHALL NOT EXCEED ONE-FOURTH THE DEPTH. HOLES BORED FOR PIPE OR CABLE
SHALL NOT BE WITHIN THE TOP OR BOTTOM THIRD OF THE JOIST DEPTH AND THE DIAMETER OF SUCH
HOLE SHALL NOT EXCEED ONE-THIRD THE JOIST DEPTH NOTCHES FOR PIPES IN THE TOP OR BOTTOM
OF JOISTS SHALL NOT EXCEED ONE-SIXTH THE JOIST DEPTH AND SHALL NOT BE LOCATED IN THE
MIDDLE ONE-THIRD OF THE SPAN.
STRESS GRADE: SOUTHERN PINE NO. 2 OR ENGINEER APPROVED EQUAL. ALL DESIGN VALUES ARE
UNDER NORMAL LOADING AND IN DRY CONDITIONS OF SERVICE. SYP MAY BE SUBSTITUTED FOR SPF.
PRESSURE -TREAT LUMBER IN ACCORDANCE WITH THE MANUAL OF RECOMMENDED PRACTICE OF
THE AMERICAN WOOD PRESERVERS ASSOCIATION (AWPA).
ALL FASTENERS AND NAILS IN CONTACT WITH PRESSURE TREATED LUMBER SHALL BE MADE OF
TYPE 304 OR TYPE 316 STAINLESS STEEL UNLESS THE LUMBER IS TREATED WITH CCA -C OR SBX (DOT),
BUT NOT SBX (DOT) WITH SODIUM SILICATE (NaSi02).
UNLESS OTHERWISE NOTED, USE THE FOLLOWING MINIMUM GRADE OF LUMBER FOR FRAMING.
FRAMING MINIMUM GRADE
SILL ON FOUNDATION WALLS OR NO. 3 SYP
SLAB ON GRADE
JOISTS, RAFTERS & HEADERS NO.2 SYP
PLATES, CAPS & BUCKS NO.2 SYP
STUDS SEE SCHEDULE
POSTS & COLUMNS NO. 2 SYP
CONNECT OVER FRAMING (SUCH AS VALLEY TRUSSES) TO M IN ROOF FRAMING BELOW WITH
SIMPSON VTCR WITH 4-10d NAILS INTO TRUSS AND 3-10d x 1 U22" NAILS INTO OVERFRAMING OR I
1/4"x16 ga TWIST STRAP @ 48" MAX W/ 7-1Od NAILS EACH END OF STRAP.
POST INSTALLED ANCHORS
POST- INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION
DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE EOR PRIOR TO INSTALLING
POST- INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST -IN-PLACE ANCHORS.
HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE MANUFACTURERS WRITTEN
INSTRUCTIONS. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW
SHALL BE SUBMITTED BY THE CONTRACTOR TO THE EOR ALONG WITH CALCULATIONS THAT ARE
PREPARED & SEALED BY A REGISTERED PROFESSIONAL ENGINEER. THE CALCULATIONS SHALL
DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERTINENT
EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE
APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING CODE.
PROVIDE CONTINUOUS SPECIAL INSPECTION FOR ALL MECHANICAL AND ADHESIVE ANCHORS PER
THE APPLICABLE EVALUATION REPORT.
CONCRETE ANCHORS
• MECHANICAL ANCHORS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN
ACCORDANCE WITH ACI 355.2 AND ICC -ES AC 193 FOR CRACKED AND UNCRACKED CONCRETE
RECOGNITION. PRE -APPROVED MECHANICAL ANCHORS INCLUDE:
-SIMPSON STRONG TIE "TITEN-HD"
SIMPSON STRONG TIE "TITEN"
SIMPSON STRONG TIE "TORQ-CUT"
-HILTI "KWIK BOLT 3"
• ADHESIVE ANCHORS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE
WITH ACI 355.4 AND ICC -ES AC308 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION.
PRE -APPROVED ADHESIVE ANCHORS INCLUDE:
-HILTI "HY 200-A"
-SIMPSON "SET - XP"
• POWDER AND GAS ACTUATED FASTENERS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR
USE IN ACCORDANCE WITH ICC -ES AC70. PRE -APPROVED MECHANICAL ANCHORS INCLUDE:
SIMPSON STRONG TIE "POWER DRIVEN FASTENERS"
-SIMPSON STRONG TIE "GAS ACTUATED FASTENERS"
MASONRY ANCHORS
• MECHANICAL ANCHORS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN
ACCORDANCE WITH ICC -ES ACO 1 OR AC 106. PRE -APPROVED MECHANICAL ANCHORS INCLUDE:
-SIMPSON STRONG TIE "TITEN-HD"
SIMPSON STRONG TIE "TITEN"
BUILDEX "TAPCON"
-HILTI "KWIK BOLT 3"
• ADHESIVE ANCHORS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE
WITH ICC -ES AC58. PRE -APPROVED ADHESIVE ANCHORS INCLUDE:
-HILTI "HY 70"
SIMPSON "SET -XP"
ANCHORS INSTALLED IN CONCRETE MASONRY SHALL BE INSTALLED INTO SOLID GROUTED
CONCRETE MASONRY.
ADHESIVE ANCHORS SHALL BE INSTALLED WITH 12 BAR DIAMETER EMBEDMENT MINIMUM UNO.
SUPPLEMENTARY NOTES
THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE DESIGN, ADEQUACY, AND SAFETY OF
ERECTION, BRACING, SHORING, TEMPORARY SUPPORTS, ETC. THE STRUCTURAL ELEMENTS
ARE NOT CONSIDERED STABLE UNTIL THE STRUCTURE IS COMPLETE.
REVIEW OF THE SUBMITTAL INFORMATION SHALL BE FOR GENERAL REQUIREMENTS OF THE
PROJECT, AND SHALL NOT INCLUDE CHECKING OF DETAILED DIMENSIONS OR DETAILED
QUANTITIES, NOR REVIEW OF THE CONTRACTOR'S SAFETY MEASURES ON OF OFF THE
WORKSITE OR THE MEANS AND METHODS OF DOING ANY WORK.
THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND ARCHITECTURAL AND
STRUCTURAL PLAN DIMENSIONS AND ELEVATIONS PRIOR TO THE COMMENCEMENT OF
CONSTRUCTION AND NOTIFY THE STRUCTURAL ENGINEER OF ANY CONFLICTS.
ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL AND
PLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASED BEFORE
PROCEEDING WITH STRUCTURAL WORK AFFECTED.
ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL
BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE STATE OF THE PROJECT.
GENERAL CONTRACTOR MUST REVIEW AND APPROVE SHOP DRAWINGS PRIOR TO
SUBMITTAL TO ARCHITECT/ENGINEER. SUBMITTALS WHICH DO NOT CONTAIN THE
CONTRACTOR'S SHOP DRAWING STAMP OR HAVE BEEN MERELY "RUBBER STAMPED" SHALL
BE RETURNED WITHOUT REVIEW. CONTRACTOR SHOULD ALLOW TWO WEEKS FOR
SUBMITTAL REVIEW.
CONTRACTOR SHALL NOT ORDER MATERIAL OR COMMENCE WITH CONSTRUCTION UNTIL
SHOP DRAWINGS HAVE BEEN REVIEWED AND APPROVED. WORK DONE OR ORDERS PLACED
BEFORE SHOP DRAWING APPROVAL IS AT THE CONTRACTOR'S RISK.
THE PROJECT'S STRUCTURAL DRAWINGS AND ELECTRONIC FILES ARE THE PROPERTY OF
LOWE STR CTURES, INC. THE CONTRACTOR AND SUBCONTRACTOR SHALL COMPENSATE
LOWE STR JCTURES, INC. FOR THE USE OF THE PROJECT'S CAD FILES FOR ANY PURPOSE
INCLUDING SHOP DRAWING PREPARATION.
THE CONT CTOR SHALL NOT SCALE DRAWINGS. DIMENSIONS SHOWN ON ARCHITECTURAL
AND STRUCTURAL PLANS AND DETAILS WILL CONTROL.
Ir71 RTIT610
COMPONENT & CLADDING DESIGN
WIND PRESSURES (PSF)
ROOF
"ZONE
10 SF
50 SF
100 SF
ALL ZONES
+30.0
+23.8
+21.2
1
-47.6
-44.6
-43.2
2
-82.9
-67.5
-60.9
3
-82.9
-67.5
-60.9
lo & 20
-97.1
-97.1
-97.1
3o
-97.1
-97.1
-97.1
WALLS
ZONE
10 SF
100 SF
500 SF
4
+52.1
+44.3
+38.8
-56.5
-48.7
-43.3
5
+52.I
I +44.3
+38.8
- --
-69.7 !
-------
-54.1
-4.1 i
_----_�
NOTES:
1. TABLE PRESSURES ARE FOR THE SQUARE FOOT (SF)
TRIBUTARY AREA SHOWN. FOR OTHER TRIBUTARY
AREAS, LINEARLY INTERPOLATE BETWEEN VALUES
SHOWN ABOVE.
2. POSITIVE PRESSURES ACT TOWARD THE BUILDING.
NEGATIVE PRESSURES ACT AWAY FROM THE
BUILDING.
3 SEE DIAGRAMS FOR ZONE LOCATIONS.
4. ALL PRESSURES SHOWN ARE ULTIMATE PRESSURES.
a = 4'-0"
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ROOF PLAN (GENERIC BUILDING SHOWN)
t
-I I I-'-1
SCALE: NTS
REVIEWED FOR CODE COMPLIANCE
CITY OF ATLANTIC BEACH
SEE PERMITS FOR ADDITIONAL
REQUIREMENTS AND CONDITIONS �y
REVIEWED BY: DATE: eI d
DEP Permit Issue
LOWE
STRUCTURES INC.
11651 Central Pkwy.
Suite 106
Jacksonville, FL 32224
(904)992-0377
FL Cert of Auth: 28261
EOR: J. Matthew Lowe
FI, PE: 59027
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REVISION
PROGRESS PRINTING
GENERAL NOTES &
DESIGN CRITERIA
DATE: 8/7/2018
PROJECT#: 18095
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1 SECTION
S2.17 SCALE: NTS
DE (2)-THRU
AT B EAM
ENDS (TYP)
T/EXIST SLAB EL h
EXIST CMU WALL
STL CHANNEL EA SIDE
OF WALL PER PLAN
W/ 5/8"0 THRU BOLTS
1/81 / 2@6
CONT 1/2" PL
2SECTION
S2.1 SCALE: NTS
EXIST FLOOR
SHEATHING
EXIST FLOOR
TRUSS
5 DETAIL 6 SECTION
S2.1 SCALE: NTS 52.1 SCALE: NTS
WALL
PROVIDE #6 EF
OPENING
@ OPENINGS
5'-4" AND LESS
as El 11 1�
ADD #6 EF @ TYP WALL
OPENINGS > 5'-4" REINF
REINF @ WALL OPENING < 8'-0"
NOTE:
ADD #5 HORZ UNDER ALL WINDOW OPENINGS. EXTEND
REINF 16" BEYOND OPENING (TYP).
WALL PROVIDE #6 EF IN
OPENING
3 CELLS
OPENINGS > 8'-0"
ED In M-101 0
TYP WALL
REINF
REINF @ WALL OPENING > 8'-0"
NOTES:
1. MAX LIFT = 5'-0" WITH LOW LIFT GROUT.
2. IF HIGH LIFT GROUTING IS USED, REINFORCING
SHALL BE FULL HEIGHT & A CLEANOUT HOLE IS
REQ'D @ CELLS W/ REBAR. GROUT SHALL BE PLACED
IN LIFTS TO PREVENT BLOWOUTS.
3. LAP REINFORCING PER GENERAL NOTES.
4. JOINT REINF SHALL CONSIST OF @ LEAST TWO
WIRES OF W 1.7 OR GREATER AND SHALL BE PLACED
AT 16" OC VERTICALLY. SHALL BE PLACED AT 16"
OC VERTICALLY.
5. PROVIDE A STANDARD HOOK AT EACH VERT BARS
AT THE TOP OF WALL.
6. PROVIDE A MINIMUM OF AN 8" CONTINUOUS BOND
BEAM AT THE TOP OF EACH WALL W/ #5 CONTINOUS
BOTT, UNO IN DETAILS.
TYP CMU REINF DETAILS
SCALE: NTS
SEALANT EA
FACE PER ARCH
GASKET FULL
WALL .HEIGHT
]oo a
#6 EA SIDE OF
CONTROL JOINT
NOTES:
1. COORD REQD CMU CONTROL JOINTS
W/ ARCH.
1. STOP CMU JOINT RINF EA SIDE OF JOINT
(TYP).
REINF @ CONTROL JOINT PLAN DETAIL
GROUT CELLS
SOLID @ THRU-
BOLT
LOCATIONS
T/OPNG EL gl--,
PER ARCH
2X BLOCKING BETWEEN
TRUSSES W/ l Od NAILS @
6" OC STAGGERED
EXIST WD
BEAM
EXIST FLOOR
SHEATHING
TRUSS BRG EL
PER PLAN
EXIST CMU
WALL
T/EXIST WALL LL
NOTE:
INSTALL STEEL CHANNELS BEFORE
REMOVING CMU SECTIONS.
CONTRACTOR SHALL CUT AND
REMOVE CMU AS REQD FOR NEW
OPENINGS AFTER NEW STEEL
MEMBERS HAVE BEEN PROPERLY
INSTALLED.
SIMPSON H2.5A @
EA FLOOR JOIST
CONT DBL 2x TOP PL W/
CONT 16" BOND 5/8" 0 EPDXYANCHORS
BEAM W/ (1)-#5 @ 24" OC W/ 8" MIN T/EXIST SLAB EL
OL
CONT TOP & BOTT Misr EMBED
WALL REINF
CMU WALL PER GENERAL NOTES 2' - 0" 14'-8" MAX 2'- 0"
PER PLAN GROUT CELLS
SOLID EA SIDE
Ol' ()i -' "NI CI
3 SECTION 4 TYP OPENING DETAIL
S2.1 SCALE: NTS \1145f
2.1 SCALE: NTS
TRUSS BRG EL OL
PER PLAN
CMU REINF
CAS'r CRETE 8F8 -1T/
PRECAST LINTEL Gn
EOR APPROVED EQUAL
0
CMU REINF ---- N
CAST CRETE 8F24-IT/1B
T�TnUr n 0r T T7.rrrE7T nn
FOR APPROVED EQUAL
MAX OPENING = 4'-0" MAX OPENING = 10'-0"
SIMPSON H2.5A
@ EA TRUSS NOTES:
1. FOR OPNG LOCATIONS SEE ARCH DWGS.
2. PROVIDE 8" BEARING EACH SIDE OF OPENING.
WD BEAM
PERPLAN7 TYP CMU LINTEL DETAILS
52.1 SCALE: NTS
WALL SHEATHING BUILT-UP STUDS
PER ARCH PER PLAN
SIMPSON HTT4
EXIST SLAB &
GRADE BEAM
10 SECTION
S2.1 SCALE: NTS
PL 3/4„ )
EPDXY
1 1/2"
8
DETAIL
52.1
SCALE: NTS
CHANNEL PER
PLAN
DEP Permit Issue
!L
LOWE
STRUCTURES INC.
1 1651 Central Pkwy.
Suite 106
Jacksonville, FL 32224
(904) 992-0377
FL Cert of Auth: 28261
EOR: J. Matthew Lcwe
FL PE: 59027
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REVISION
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SECTIONS & DETAILS
DATE: 8/7/2018
PROJECT#: 18095
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