133 Beach Ave RES18-0376 RevisionDESIGN CRITERIA
WIND PRESSURES (PSF)
ROOF
ZONE
STEEL
POST INSTALLED ANCHORS
THE STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE FLORIDA BUILDING CODE- EXISTING
A
ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING:
POST- INSTALLED
BUILDING 6TH EDITION. REFERENCE TO OTHER STANDARD SPECIFICATIONS OR CODES SHALL
+2 2
ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION
MEAN THE LATEST PUBLICATION.
ASTM A992 FOR W -SHAPES
DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE EOR PRIOR. TO INSTALLING
ALTERATION LEVEL
ASTM A36 FOR PLATES, ANGLES, CHANNELS & MISC FRAMING
POST- INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST -IN-PLACE ANCHORS.
HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH
..........:.................................................................................................................... LEVEL 2
3
THE MANUFACTURERS WRITTEN
FOUNDATIONS ARE DESIGNED FOR AN ASSUMED ALLOWABLE LOAD OF 2,000 PSF.
HEADED STUDS SHALL COMPLY WITH ASTM A108 AND SHALL BE AUTOMATICALLY END WELDED
INSTRUCTIONS. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW
SHALL BE SUBMITTED BY THE CONTRACTOR TO THE EOR ALONG WITH CALCULATIONS THAT ARE
-97.1
PER MANUFACTURER'S RECOMMENDATIONS.
PREPARED & SEALED BY A REGISTERED PROFESSIONAL ENGINEER. THE CALCULATIONS SHALL
SUPERIMPOSED LIVE LOADS:
ANCHOR RODS SHALL
DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERTINENT
ROOFS AND CANOPIES: (REDUCIBLE)......................................................................................... 20 PSF
CONFORM TO ASTM F 1554. GRADE 36, UNO.
EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE
(REDUCIBLE).................................................................................................................... 40 PSF
ALL CONNECTION BOLTS SHALL CONFORM TO ASTM A325.
APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING CODE.
BALCOFLOORS
NIES........................................................................................................................................ 40 PSF
+52.1
PROVIDE CONTINUOUS SPECIAL INSPECTION FOR ALL MECHANICAL AND ADHESIVE ANCHORS PER
8
WELDING OF STRUCTURAL STEEL SHALL BE PER AWS D1.1.
THE APPLICABLE EVALUATION REPORT.
WIND LOADS:
LATEST EDITION.
5
ULTIMATE WIND SPEED.................................................................................................................. 130 MPH
WHERE FILLET WELD SIZE ISN'T CALL ED -OUT ON WELD SYMBOL, FILLET SIZE SHALL BE 1/16"
CONCRETE ANCHORS
NOMINAL WIND SPEED................................................................................................................... 103 MPH
MEAN ROOF HEIGHT......................................................................................................................... 18 FT
SMALLER THAN THE THICKNESS OF TIIE THINNER OF THE ELEMENTS TO BE WELDED.
MECHANICAL ANCHORS: SHALL HAVE BEEN TESTED ANDUALIFIED FOR USE
Q IN
ACCORDANCE WITH ACI 355.2 AND ICC -ES AC 193 FOR CRACKED AND UNCRACKED CONCRETE
RISK CATEGORY............................................................................................................................... II
WIND EXPOSURE
STRUCTURAL STEEL SHALL BE SHOP PRIMED PER SSPC PAINT SYSTEM NO. 7.00. PRIMER SHALL BE
RECOGNITION. PRE -APPROVED MECHANICAL ANCHORS INCLUDE:
-SIMPSON STRONG TIE "TITEN-HD"
............................................................................................................................... D
ENCLOSURE CLASSIFICATION....................................................................................................... ENCLOSED
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
-SIMPSON STRONG TIE "TITEN"
"TORQ-CUT"
INTERNAL PRESSURE COEFFICIENT............................................................................................ + 0.18
SAME PAINT.
-SIMPSON STRONG TIE
DIRECTIONALITY FACTOR (Kd).................................................................................................... 0.85
SHAPE FACTORS................................................................................................................................ PER CODE
ALL STEEL EXPOSED
-HILTI "KWIK BOLT 3"
TO WEATHER SHALL BE GALVANIZED.
ADHESIVE ANCHORS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE
THIS BUILDING IS LOCATED IN THE WIND BORNE DEBRIS REGION. IMPACT RESISTANT
IF ANY DISCREPANCIES BETWEEN SPECIFICATIONS, NOTES, AND DRAWINGS ARE NOTED, THE MORE
WITH ACI 355.4 AND ICC -ES AC308 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION.
GLAZING IS REQUIRED.
STRINGENT REQUIREMENT GOVERNS.
PRE -APPROVED ADHESIVE ANCHORS INCLUDE:
-HILTI "HY 200-A"
CONCRETE
COLUMN ANCHOR BOLTS ARE DESIGNED FOR COMPLETE CONDITION ONLY. CONTRACTOR SHALL
-SIMPSON "SET - XP"
ALL CONCRETE PROPORTIONING, MIXING, TRANSPORTATION, PLACING, AND CURING SHALL
PROVIDE ALL TEMPORARY BRACING I,ZEQUIRED TO MAINTAIN STABILITY UNTIL ALL BRACING
ELEMENTS REQUIRED FOR STRUCTURAL STABILITY ARE IN PLACE.
POWDER AND GAS ACTUATED FASTENERS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR
CONFORM TO ACI 301.
USE IN ACCORDANCE WITH ICC -ES AC70. PRE -APPROVED MECHANICAL ANCHORS INCLUDE
THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF MISC STEEL SHOWN ON THE
-SIMPSON STRONG TIE "POWER DRIVEN FASTENERS"
ALL CONCRETE SHALL BE LABORATORY DESIGNED AND CONTROLLED TO MEET THE
STRUCTURAL DRAWINGS SUCH AS SH13LF ANGLES, LINTELS, SUPPORT MEMBERS FOR CURTAIN WALL
-SIMPSON STRONG TIE "GAS ACTUATED FASTENERS"
REQUIREMENTS OF ACI 318 AND THE PROJECT'S DESIGN BUILDING CODE.
OR MASONRY AND EDGE ANGLES FOR OPENINGS AND PERIMETER CONDITIONS. IT IS THE INTENT OF
MASONRY ANCHORS
USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS IN CONCRETE IS PROHIBITED.
THESE DRAWINGS THAT T14ESE ITEMS ARE FIELD ATTACHED BY FIELD WELDING OR FIELD BOLTING
TO MEET TOLERANCES REQUIRED BY THE OTHER TRADES, THESE TOLERANCES MAY BE MORE
MECHANICAL ANCHORS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN
STRINGENT THAN AISC TOLERANCES.
ACCORDANCE WITH ICC -ES ACO 1 OR AC 106. PRE -APPROVED MECHANICAL ANCHORS INCLUDE:
CONCRETE SHALL CONFORM TO THE FOLLOWING:
F'c n, 28 DAYS
THE CONTRACTOR SHALL COMPARE THE STRUCTURAL PLANS AND
-SIMPSON STRONG TIE "TITEN-HD"
-SIMPSON STRONG TIE "TITEN"
TYPE AGGREGATE LOCATION W/C RATIO (MAX)
3,000 NORMAL WEIGHT SLAB -ON -GRADE 0.55
DETAILS WITH THE
Y
ARCHITECTURAL PLANS AND DETAILS AND REPORT ANDISCREPANCIES TO THE ARCHITECT PRIOR
� I
TO THE COMMENCEMENT OF SHOP DRAWINGS.
-BUILDEX "TAPCON"
-HILTI "KWIKBOLT 3"
3,000 NORMAL WEIGHT ALL OTHER CONCRETE 0.55
THE AIR CONTENT IN ALL CONCRETE EXPOSED TO WEATHER SHALL BE BETWEEN l % & 4%.
• ADHESIVE ANCHORS: SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE
WITH ICC -ES AC58. PRE -APPROVED ADHESIVE ANCHORS INCLUDE:
CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS NOTED BELOW, OR PER LATEST ACT
WOOD
-HILTI "HY 70"
-SIMPSON "SET -XP"
318 FOR CONDITIONS OTHER THAN THOSE LISTED:
CONCRETE CAST AGAINST EARTH...........................................................3"
BEAMS AND
CLIPS, CONNECTIONS, HANGERS, HOLD-DOWNS, ETC. SHOWN ON THESE DRAWINGS ARE SIMPSON
ANCHORS INSTALLED IN CONCRETE MASONRY SHALL BE INSTALLED INTO SOLID GROUTED
CONCRETE MASONRY.
COLUMNS................................................................................1 1/2"
SLABS ON GRADE ............................. .. ..
... .....................................................2 FROM TOP
FORMED CONCRETE EXPOSED TO EARTH
STRONG -TIE CONNECTORS, UNO. FASTENERS OF OTHER MANUFACTURERS MAY BE SUBSTITUTED
PROVIDED THE LOAD VALUES OF THE SUBSTITUTED FASTENER FOR GROUP TI WOOD SPECIES EQUALS
ADHESIVE ANCHORS SHALL BE INSTALLED WITH 12 BAR DIAMETER EMBEDMENT MINIMUM UNO.
OR WEAT14ER...................2"
SLABS &WALLS NOT EXPOSED TO EARTH OR WEATHER.................1"
OR EXCEEDS THE SPECIFIED FASTENER.
NAILING OF ALL MEMBERS SHALL BE IN ACCORDANCE WITH THE BUILDING CODE.
CHAMFER ALL EXPOSED CORNER 3/4" MINIMUM.
SEE CODE FOR
TABLE.
ALL HOOKS CALLED FOR IN STRUCTURAL DRAWINGS SHALL BE ACI STANDARD HOOKS, UNO.
ALL SLEEPERS AND SILLS SHALL BE MADE OF PRESSURE TREATED WOOD.
REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 UNO.
PROVIDE A MINIMUM OF 3 STUDS UNDER BEAMS OR GIRDER TRUSSES CARRYING FLOOR OR ROOF
SUPPLEMENTARY NOTES
ALL WELDED WIRE MESH SHALL CONFORM TO ASTM A185. LAP TWO SQUARES AT SPLICES.
LOADS.
THE CONTRACTOR IS SOLELY RESPONSIBLE FOR. THE DESIGN, ADEQUACY, AND SAFETY OF
ERECTION, BRACING, SHORING, TEMPORARY SUPPORTS, ETC. THE STRUCTURAL ELEMENTS
DO NOT WELD REINFORCING STEEL UNLESS APPROVED IN WRITING BY THE. STRUCTURAL
ENGINEER
HOLES AND NOTCHES MUST BE APPROVED BY THE ENGINEER IF APPROVED THE NOTCHES ON THEARE
NOT CONSIDERED STABLE UNTIL THE STRUCTURE IS COMPLETE.
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
REVIEW OF THE SUBMITTAL INFORMATION SHALL BE FOR GENERAL REQUIREMENTS OF THE
TIE ALL REINFORCING STEEL AND EMBEDS SECURELY IN PLACE PRIOR TO PLACING CONCRETE.
HOLE SHALL NOT EXCEED ONE-THIRD THE JOIST DEPTH NOTCHES FOR PIPES IN THE TOP OR BOTTOM
PROJECT, AND SHALL NOT INCLUDE CHECKING OF DETAILED DIMENSIONS OR DETAILED
THE CONTRACTOR SHALL PROVIDE SUPPORTS TO MAINTAIN THE REQUIRED REINFORCING
"WET
OF JOISTS SHALL NOT EXCEED ONE-SIXTH THE JOIST DEPTH AND SHALL NOT BE LOCATED IN THE
QUANTITIES, NOR REVIEW OF THE CONTRACTOR'S SAFETY MEASURES ON OF OFF THE
POSITION. STICKING" DOWELS INTO CONCRETE ISNOT PERMITTED.
MIDDLE ONE-THIRD OF THE SPAN.
WORKSITE OR THE MEANS AND METHODS OF DOING ANY WORK.
THE CONTRACTOR SHALL COMPARE THE STRUCTURAL PLANS AND DETAILS WITH THE
STRESS GRADE: SOUTHERN PINE NO. 2 OR ENGINEER APPROVED EQUAL. ALL DESIGN VALUES ARE
THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS AND ARCHITECTURAL AND
ARCHITECTURAL PLANS AND DETAILS AND REPORT ANY DISCREPANCIES TO THE ARCHITECT
UNDER NORMAL LOADING AND IN DRY CONDITIONS OF SERVICE. SYP MAY BE SUBSTITUTED FOR SPF.
STRUCTURAL PLAN DIMENSIONS AND ELEVATIONS PRIOR TO THE COMMENCEMENT OF
PRIOR TO THE COMMENCEMENT OF SHOP DRAWINGS.
CONSTRUCTION AND NOTIFY THE STRUCTURAL ENGINEER OF ANY CONFLICTS.
ALL REINFORCING SHALL BE LAPPED WITH ACI CLASS B SPLICE.
PRESSURE -TREAT LUMBER IN ACCORDANCE WITH THE MANUAL OF RECOMMENDED PRACTICE OF
ALL STRUCTURAL OPENINGS AROUND OR AFFECTED BY MECHANICAL, ELECTRICAL AND
THE AMERICAN WOOD PRESERVERS ASSOCIATION (AWPA).
PLUMBING EQUIPMENT SHALL BE VERIFIED WITH EQUIPMENT PURCHASED BEFORE
ALL FASTENERS AND NAILS IN CONTACT WITH PRESSURE TREATED LUMBER SHALL BE MADE OF
PROCEEDING WITH STRUCTURAL WORK AFFECTED.
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).
ANY ENGINEERING DESIGN ,PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW SHALL
MASONRY
BEAR THE SEAL OF AN ENGINEER REGISTERED IN THE STATE OF THE PROJECT.
PROVIDE HOLLOW, LOAD BEARING CONCRETE MASONRY UNITS CONFORMING TO ASTM
UNLESS OTHERWISE NOTED, USE THE FOLLOWING MINIMUM GRADE OF LUMBER FOR FRAMING.
FRAMING MINIMUM GRADESILL
GENERAL CONTRACTOR MUST REVIEW AND APPROVE SHOP DRAWINGS PRIOR TO
C90,
TYPE I WITH A MINIMUM DENSITY OF 105 PCF.
_
ON FOUNDATION WALLS OR NO. 3 SYP
SUBMITTAL TO ARCHITECT/ENGINEER. SUBMITTALS WHICH DO NOT CONTAIN THE
SLAB ON GRADE
CONTRACTOR'S SHOP DRAWING STAMP OR HAVE BEEN MERELY "RUBBER STAMPED" SHALL
CMU SHALL HAVE A MINIMUM ASSEMBLY COMPRESSIVE STRENGTH (F'm) OF 2,000 PSI.
BE RETURNED WITHOUT REVIEW. CONTRACTOR SHOULD ALLOW TWO WEEKS FOR
REVIEW.
JOISTS,
JOISTS, RAFTERS &HEADERS N0.2 SYP
\
THE 28 -DAY GROUT COMPRESSIVE STRENGTH SHALL BE 3,000 PSI MINIMUM.
PLATES, CAPS &BUCKS N0.2 SYP
CONTRACTOR SHALL NOT ORDER MATERIA xx T ru rnirc rDr r� rrn,.r UNTIL
MORTAR SHALL BE TYPE "S" OR "M"•
SHOP DRAWINGS HAVE BEEN REVIEWED AND APPROVED. WORK DONE OR ORDERS PLACED
BEFORE SHOP DRAWING APPROVAL IS AT THE CONTRACTOR'S RISK.
STUDS SEE SCHEDULE
'
LAP ALL REINFORCING 48 BAR DIAMETERS IN BOND BEAMS AND 72 BAR DIAMETERS IN
VERTICAL WALL REINFORCING AND MASONRY BEAMS.
POSTS & COLUMNS NO. 2 SYP
THE PROJECT'S STRUCTURAL DRAWINGS AND ELECTRONIC FILES ARE THE PROPERTY OF
LOWE STRUCTURES, INC. THE CONTRACTOR AND SUBCONTRACTOR SHALL COMPENSATE
ALL CMU WALLS SHALL BE LAID IN RUNNING BOND.
CONNECT OVER FRAMING (SUCH AS VALLEY TRUSSES) TO MAIN ROOF FRAMING BELOW WITH
LOWE STRUCTURES, INC. FOR THE USE OF THE PROJECT'S CAD FILES FOR ANY PURPOSE
INCLUDING SHOP DRAWING PREPARATION.
SIMPSON VTCR WITH 4-10d NAILS INTO TRUSS AND 3-10d x l 1/2" NAILS INTO OVERFRAMING OR 1
STANDARD JOINT REINFORCING SHALL BE PROVIDED AT 16" OC VERTICALLY IN SUPPORTED
1/4"x16 ga TWIST STRAP @ 48" MAX W/ 7-IOd NAILS EACH END OF STRAP.
THE CONTRACTOR SHALL NOT SCALE DRAWINGS. DIMENSIONS SHOWN ON ARCHITECTURAL
WALLS. JOINT REINFORCING SHALL BE PROVIDED AT 8" OC VERTICALLY IN CANTILEVERED
AND STRUCTURAL PLANS AND DETAILS WILL CONTROL.
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 JOINTS
AT A MAXIMUM SPACING OF 25'-0" OC. JOINTS SHOULD NOT BE PLACED WITHIN 5'4" FROM
BUILDING CORNERS AND NOT CLOSER THAN F-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.
COMPONENT & CLADDING DESIGN
WIND PRESSURES (PSF)
ROOF
ZONE
10 SF
50 SF
1 SF
ALL ZONES
+30.0
+23.8
+2 2
1
-47.6
-44.6
-43
2
-82.9
-67.5
-60
3
-82.9
-67.5
-60
l o & 20
-97.1
-97.1
30
-97.1
-97.1
WALLS
ZONE
10 SF
100 SF
SF
1_43)
4
+52.1
+44.3
8
-56.5
-48.7
5
+52.1
+44.3
8
-69.7
-54.1
NOTES:
1. TABLE PRESSURES ARE FOR THE SQUARE FOO F (SF)
TRIBUTARY AREA SHOWN. FOR OTHER TRIBU ARY
AREAS, LINEARLY INTERPOLATE BETWEEN V LUES
SHOWN ABOVE.
2. POSITIVE PRESSURES ACT TOWARD THE BUIL ING.
NEGATIVE PRESSURES ACT AWAY FROM THE
BUILDING.
3. SEE DIAGRAMS FOR ZONE LOCATIONS.
4. ALL PRESSURES SHOWN ARE ULTIMATE PRES URES.
= T-0"
2
O
0 0
0
Oi
T/ROOF
O
0
O�
0
0
O
G SH(
Nil
5
5 O 5
a
a a
WALLS (GENERIC BUILDING SHOWN)
3 1 WIND PRESSURE DIAGRAM
5001 SCALE: NTS
B/ EXIST CONC BEAM EL
411
pn 2n
(4)-3/4"0 EPDXY ANCHORS O
EA FACE W/ 3 1/2" MIN
EMBED W/ SIMPSON SET -3G
EPDXY
GROUT ALL CMU
CELLS BELOW STL
CHANNELS
NOTE: INSTALL STL EXIST CMU WALL
CHANNELS PRIOR TO TO REMAIN
REMOVING EXISTING
CMU WALL
2 DETAIL
S001 SCALE: NTS
0
O
00
O
5
OFFICE COPY
REVISION
BP Etik _0326
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LOWE STRUCTURES, INC.
11651 Central Prkwy., Suite 106
Jacksonville, FL 32224
(904) 992-0377
FL Cert of Auth: 28261
EOR: Timothy J. Morgan FL PE: 80481
NO
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® N _ 481
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0% ORI
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04/22/2019
No Description Date
1 PERMIT COMMENTS 11/27/18
3 COORDINATION 4/22/19
Scrogins Residence
Renovation & Addition
133 Beach Avenue, Atlantic
Beach, Florida 32233
GENERAL NOTES &
DESIGN CRITERIA
Project Number 18095
Date 10/31/2018
Drawn By CLW
Checked By TJM
S001
Scale as noted
N
T
81724
OR EO
NE
PI
8F8 -IB I
EOI
lo`�, FOUNDATION PLAN
kN5101 SCALE: 3/16" = F -O" E)
NORTH
PLAN NOTES:
1. SEE SO. I FOR GENERAL NOTES AND DESIGN CRITERIA.
2. CONTRACTOR TO COORD ALL DIMS & LAYOUT W/ ARCH PLAN PRIOR
TO THE COMMENCEMENT OF CONSTRUCTION. ARCH DIMS AND
ELEVATIONS WILL CONTROL.
3. ALL ELEVATIONS ARE BASED ON A DATUM T/ SLAB ELEVATION OF
100'-0". COORD ELEVATION W/ CIVIL & ARCH.
4. DENOTES NEW 8" CMU WALL LOCATION. SEE GEN NOTES FOR
TYP WALL REfNF CALLOUT AND 14/S201 FOR TYP REINF EA SIDE OF
OPNG.
SEE 5/S201 & 6/S201
FOR STL CHANNEL
CONNECTION TO STL
COL (TYP, UNO)
C12X20.7 1
_C12X2O.7__'
13
9
SIM 5201
7
4
STL
S201
V 12X20.7
)NNECTI
TO EXIST CT
4
C12X20.7�
S201
WALL)
7
5201
A
SEE 5/S201 & 6/S201
FOR STL CHANNEL
CONNECTION TO STL
COL (TYP, UNO)
C12X20.7 1
_C12X2O.7__'
13
IOR
7
SEE 2/S001
STL
S201
CHANNEL C
)NNECTI
TO EXIST CT
IU WALL
I
(TYP @ T1711,1
WALL)
COR
1_7!
5/8 " PLYWOOD
ROOF
SHEATHING
FLOOR FRAMING PLAN
:�/ 6UA-LE: 3/1611 = F-011
11
S201
(D
NORTH
fellow / ellow Star Ln N
Jacksonville, Florida 32224
-716-6335
�'Cx2018 Ogy Design, Inc.
L L LOWE STRUCTURES, INC.
11651 Central Prkwy., Suite 106
Jacksonville, FL 32224
(904) 992-0377
=FL Cert of Auth: 28261
EOR: TirnOthY J. Morgan Fl, PE: 80481
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04/22/2019
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REVI ION p
BP# 62
9
DATE__y C2 D
SIGNED
D
C
1PR
Sc
Scrogins Residence
Renovation &Addition
133 Beach Avenue, Atlantic
Beach, Florida 32233
FOUNDATION PLAN
FRAMING PLAN
.0ject Number 18095
ate 10/31/2018
-awn By CLW
'iecked By
TJM
S101
ale
as noted
H--------
13
S201
COR
FayF
12
2x6 RAFTERS @ 16" OC
S201
MAX (TYP @ NEW
ENTRY FRAMING)
5/8 " PLYWOOD
ROOF
SHEATHING
FLOOR FRAMING PLAN
:�/ 6UA-LE: 3/1611 = F-011
11
S201
(D
NORTH
fellow / ellow Star Ln N
Jacksonville, Florida 32224
-716-6335
�'Cx2018 Ogy Design, Inc.
L L LOWE STRUCTURES, INC.
11651 Central Prkwy., Suite 106
Jacksonville, FL 32224
(904) 992-0377
=FL Cert of Auth: 28261
EOR: TirnOthY J. Morgan Fl, PE: 80481
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10986111w
04/22/2019
I
OF CE COPY
REVI ION p
BP# 62
9
DATE__y C2 D
SIGNED
D
C
1PR
Sc
Scrogins Residence
Renovation &Addition
133 Beach Avenue, Atlantic
Beach, Florida 32233
FOUNDATION PLAN
FRAMING PLAN
.0ject Number 18095
ate 10/31/2018
-awn By CLW
'iecked By
TJM
S101
ale
as noted
CMU WALL
EXIST PILE
BEYOND
EXIST PILE
BEYOND
SECTION 2 SECTION 3 SECTION
5201 SCALE: NTS 5201 SCALE: NTS Q 5201 SCALE: NTS
(4)-16d TOE NAILS
SECTIONr,2
5201
@EA 2X
5201
SCALE: NTS
ROOF SHEATHING
--�/--
COUPLING NUT
PER PLAN
-
PER CLP SYSTEMS
PT 2x6 JOIST
CONT PT 2x6
16" OCA
AND AT CANTILEVER WALL
LEDGER W/ (2)-
LOCATIONS.
11/4"
Ox3 1/4" TITEN
(4)-10d GALV
SIDE OF OPNG
SCREWS 12" OC
@
NAILS (TYP)
A
PLAN
Q FULL HGT STUDS
CLP SYSTEM W3
PLATE WASHER
TOP & BOTT (TYP)
�— PL 1/4"x4"x9" LONG W/
EXIST CMU
(2)-5/8"Ox5" LONG LAG
WALL
CLP SYSTEMS E12 ALL -
STUDS
SIMPSON14
THREAD ROD. EPDXY ROD
H3Z
WD BEAM
INTO FTG W/ POWERS PURE
MOTET
PER ARCH
110+ EPDXY W/ 6" MIN
T .1^,
ROOF RAFTER PER
PLAN
ROOF SHEATHING
PER PLAN
(5)-10d TOE -NAILS
2X BLOCKING
11
SECTIONr,2
5201
SECTION
5201
SCALE: NTS
5201
SCALE: NTS
WALL PROVIDE 96 EF SEALANT EA GASKET FULL
PENING @ OPENINGS FACE PER ARCH WALL HEIGHT
5'-4" AND LESS
En El F-1 El oa a
ADD #6 EF @ TYP WALL #6 EA SIDE OF
OPENINGS > 514" REINF CONTROL JOINT
NOTES:
REINF g WALL OPENING < 8'-0" 1. COORD REQ'D CMU CONTROL JOINTS
W/ ARCH.
1. STOP CMU JOINT RINF EA SIDE OF JOINT
NOTE: (TYP).
ADD #5 HORZ UNDER ALL WINDOW OPENINGS. EXTEND
REINF 16" BEYOND OPENING (TYP). REINF n CONTROL JOINT PLAN DETAIL
NOTES:
I . 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 W1.7 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.
14 TYP CMU REINF DETAILS
SCALE: NTS
L111U 1 YY —
BEAM
1/2"0 THRU
BOLTS @ 24" OC
EXIST CONT DBL
TOP PL TO REMAIN
3 (2) -FULL HT STUDS
EA SIDE OF NEW
E OPENING
EXIST WALL
FRAMING TO
REMAIN (TYP)
r5
DETAIL
5201
SCALE: NTS
EXIST FLOOR
SHEATHING
r
EXIST FLOOR
TRUSS 1/2"0 THRU
BOLTS @ 24" OC
STAGGERED
8 SECTION
5201 SCALE: NTS
RIDGE BEAM
PER PLAN
ROOF RAFTER
PER PLAN
(2)-SIMPSON H3
EA SIDE OF
RIDGE BEAM
STL CHANNEL PER PLAN W/
3A" O EPDXY ANCHORS EA
(IST CMU FACE @ 8" OC STAGGERED
WALL W/ 3 1/2" MIN EMBED W/
SIMPSON SET -3G EPDXY
5
Fx- 5201
6
5201
7
5201
T/EXIST WALL EL
NOTE:
INSTALL STEEL CHANNELS BEFORE
REMOVING CMU SECTIONS.
CONTRACTOR SHALL CUT AND
REMOVE CMU AS REQ'D FOR NEW
OPENINGS AFTER NEW STEEL
MEMBERS HAVE BEEN PROPERLY
INSTALLED.
T/EXIST SLAB EL OL
i
3
14'-8" MAX 5201
OPENING (, CMU DETAIL
5201 SCALE: NTS
EXIST FLOOR EXIST JOIST TO
S NG MA
2X BLOCKING BETWEEN EXIST WD
TRUSSES W/ 10d NAILS @ BEAM
6" OC STAGGERED
add` TRUSS BRG EL
TRUSS BRG EL_ . ... .. . ... .. .. N...
PER PLAN
PER PLAN
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
CONT TOP & BOTT EMBED
WALL REINF
EXIST DBL 2X TOP CMU WALL PER GENERAL NOTES
PL @ CONN TO EA PER PLAN
TRUSS TO REMAIN NOTE:
EXIST JOISTS RUN OPP
DIRECTION @ SIM.
STL BEAM 9 S
PER PLAN ECTION
5201 SCALE: NTS
x SIMPSON VTCR
(3)-16d TOE- @ EA EXIST
NAILS @ EA TRUSS
COLLAR TIE EXIST WD
BEAM
3/16
DETAIL
5201
SCALE: NTS
MIDDLE O
EXIST TRUSS BRNG EL
EMBED. P
VIDE LONG
COUPLING NUT
Y SLOTTED HOLE IN
STL COL
PER CLP SYSTEMS
AN UPLIFT POINT LOAD IS LOCATED @
CLP SYSTEMS 1/2"0
GROUT SOLID FULL
AND AT CANTILEVER WALL
HEIGHT (TYP)
LOCATIONS.
THREADED ROD EA
(3)-2x6 HEADER
SIDE OF OPNG
STL BEAM PER
PLAN
Q FULL HGT STUDS
CLP SYSTEM W3
PLATE WASHER
TOP & BOTT (TYP)
�— PL 1/4"x4"x9" LONG W/
(2)-5/8"Ox5" LONG LAG
SCREWS INTO BUILT-UP
CLP SYSTEMS E12 ALL -
STUDS
THREAD ROD. EPDXY ROD
INTO FTG W/ POWERS PURE
110+ EPDXY W/ 6" MIN
EMBED
BUILT-UP STUDS
PER PLAN
CONT 2X
BLOCKING
CONT 2x8 NAILER W/
(4)-12d NAILS INTO EA
ROOF MEMBER
TRUSS BRG EL
PER PLAN
EXIST ROOF
TRUSS PER PLAN
STI
5
DETAIL
5201
SCALE: NTS
EXIS
WAL
Z
CA EL ON STL
ATTR H CHANNEL
AP PL l (2)-1/2"0
J BOL
�AP
1/2"0 EPO X
ANCHOR INTO
EXISTING
U WALL @ TOP &
MIDDLE O
COL W/ 4 1/2" MIN
EMBED. P
VIDE LONG
VERTICAL
Y SLOTTED HOLE IN
STL COL
CMU REINF –�
CMU REINF N
CAST CRETE 8F8-1T/1B �
PRECAST LINTEL OR CAST CRETE 8F24-IT/1B
EOR APPROVED EQUAL PRECAST LINTEL OR
EOR APPROVED EQUAL
MAX OPENING = 4'-0" MAX OPENS = 101-0 11
NOTES:
1. FOR OPNG LOCATIONS SEE ARCH DWGS.
2. PROVIDE 8" BEARING EACH SIDE OF OPENING.
10 TYP CMU LINTEL DETAILS
5201 SCALE: NTS
L11,U 1 VY L
BEAM (TYP)
13 SECTION
5201 SCALE: NTS
OPENING
SIMPSON LSTA12
STRAP @ EA END OF
HERADER, BEND
STRAP 3" OVER TOP PL
EXIST DBL 2X
TOP PL
AREA OF EXIST 8" CMI
NOTE:
TO BE REMOVED FO1
"*" DENOTES STRAPS @ ENDS OF
NEW WALL OPENIN(
HEADERS ARE REQUIRED ONLY WHEN
AN UPLIFT POINT LOAD IS LOCATED @
ANY POINT OVER THE HEADER LENGTH
GROUT SOLID FULL
AND AT CANTILEVER WALL
HEIGHT (TYP)
LOCATIONS.
(3)-2x6 HEADER
EXIST WOOD STUDS
(TYP)
(1) HEADER STUD &
Q FULL HGT STUDS
WD STUDS DETAIL
T/SLAB EL
IV
PER PLAN
LINTEL (&, NEW OPENING
SCALE: NTS 5201 SCALE: NTS
PRIVAST LINTEL
PE 'PLAN
AD #5 VERT FULL HT
EA fIDE OF EXTERIOR
WALL OPENINGS
OFFICE CO
REVISION
B #ESI' C�37�
D E/.30 00/9
SI ED 'V ION
— YY — . dT0
EXIST SLAB/F G
4" MIN APR 2 9 2019
LOWE STRUCTURES, INC.
11651 Central Prkwy., Suite 106
Jacksonville, FL 32224
(904) 992-0377
FL Cert of Auth: 28261
EOR: Timothy J. Morgan FL PE: 80481
�° °N�cENs°c
®®®®®
�4®'�, c�®®®-9®
®® No. 80481 ?
TATE OF
®®® s ®® ORI®®®�
®®®®®®
0110001111110NA o®a®®®®
04/22/2019
No Description Date
2 COORDINATION 3/15/19
3 COORDINATION 4/22/19
Scrogins Residence
Renovation & Addition
133 Beach Avenue, Atlantic
Beach, Florida 32233
SECTIONS & DETAILS
Project Number 18095
Date 10/31/2018
Drawn By CLW
Checked By TJ M
S201
Scale as noted
)-\,y-
s �r1fJV?
3
`n� CITY OF ATLANTIC BEACH
j 800 SEMINOLE ROAD
J =" ATLANTIC BEACH, FL 32233
(904) 247-5800
'.4JEI9
BUILDING REVIEW COMMENTS
Date: 9/12/2019
Permit#: RES18-0376 Site Address: 133 BEACH AVE
Review Status: Denied RE#: 170213 0000
Applicant: Eastern Shores Construction Property Owner: SCROGINS WILLIAM C
Email: leine@bellsouth.net Email: scrogmac@me.com
Phone: 9045457878 Phone: 9044220673
THIS REVIEW IS ONE OF MULTIPLE DEPARTMENT REVIEWS.
Revisions may not be submitted until ALL departments have completed their respective reviews.
Revisions submitted MUST respond to EACH department review. Submittals that respond to only one or a
few correction items will not be accepted.
Correction Comments:
1. Please fill out the Florida Product Approval Information Sheets and the Building Department for the
new windows and doors to be installed and submit 2 copies. One for the job site and one for the
Department's file.
Building
Mike Jones
Building Inspector/Plans Examiner
City of Atlantic Beach
800 Seminole Road
Atlantic Beach, FL 32233
(904) 247-5844
Email:mjones@coab.us
&7'Q'/err/ !emit. S 9- X2•,9 rilp
Resubmittal Notes:
All revisions and changes shall clearly stand out from the rest of the drawing on the sheet as a revision by way of
completely encircling the change with "clouding".The revision shall also be identified as to the sequence of revision by
indicating a triangle with the revision sequence number within it and located adjacent to the cloud.The revision date
and revision sequence number shall also be indicated in a conspicuous location in the title block for each sheet on which
a revision for that sequence occurs. For projects still in the initial review stage and permit pending, all sheets with
revisions shall be inserted into each set of drawings.The original sheets must be clearly marked "VOID" but are to be left
rte=1P1r��
Revision Request/Correction to Comments **ALL INFORMATION
0HIGHLIGHTED IN
City of Atlantic Beach Building Department GRAY IS REQUIRED.
800 Seminole Rd, Atlantic Beach, FL 32233 8,--03-7
"`'ii'`' Phone: (904) 247-5826 Email: Building-Dept@coab.us PERMIT#:RES I (U
V Revision to Issued Permit OR Corrections to Comments Date: G /�
Project Address: -2) �( G.0 kir". L
Contractor/Contact Name: rix) 1-2-r V1 w c �+ L Zoirr Jv110/1 t Q. ui1 0Qr4(AM'''Contact Phone: C16.-4— S"1 5- `a Email: s A 'L \9suJ- , Atj—
Description of Proposed Revision/Corrections:
!Y lk � J✓tr_ L 1c of C 9 o
0 OU'D I e, (' 'L- 1-7 (e23 IvJt-Vor6) ft - t 0323
I
(t. '-(AA tA) affirm the revision/correction to comments is inclusive of tho osed changes.
(printed name) RE E IVE 0
• Wl roposed revision/corrections add additional square footage to original submittal? v
No ❑ Yes (additional s.f.to be added: ) SEP - 9 2019
• Will propose evision/corrections add additional increase in building value original subrttt� ing Department
�No *Yes (additional increase in buildin: value: $ 100 (OOc . V ) Icontre'r ,ie>isi httc � u ) FC
*Signature of Contractor/Agent:
(Office Use Only)
Approved LI Denied Not Applicable to Department Permit Fee D i e$ Ja Op
Revision/Plan Review Comments OerUu9S r'n C -,‘/1-e can iliac/cm- 7b I'd/0v71 a O{ �A-e
Dear e 's Prod tic Appdva / SA d r ,
De artment Review Required: Ay
pal
`-/1/1
nning&Zoning Reviewed By
Tree Administrator
Public Works
Public Utilities 9-/2`/
Public Safety Date
Fire Services Updated 10/17/18