1912 N SHERRY DR RESA19-0001 DWGS 02GENERAL NOTES
ALL -THREAD NOTES
EPDXY NOTES
1.
CODES USED: 2017 FLORIDA BUILDING CODE, RESIDENTIAL EDITION AND EXISTING BUILDING
1.
ALL -THREAD CONNECTORS TO BE 3/8" DIAMETER BARS PLACED AT 4' O.C. IN ALL BEARING
1.
ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHER
22.9
EDITION, ACI, NDS, APA AND ASCE7-10.
22.9
WALLS, UNLESS NOTED OTHERWISE ON PLANS.
ALL WOOD DIRECTLY EXPOSED TO CONCRETE, MASONRY OR SOIL SHALL BE (PRESSURE
EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPDXY OR EPDXY
0.0 PSF
21.6
TREATED.
LIVE LOAD -STORAGE:
30.0 PSF
GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGINEER.
2.
THE ALTERATIONS FOUND WITHIN THESE PLANS ARE DESIGNATED LEVEL 3 ALTERATIONS AND
2.
ALL -THREAD USED IN SHEARWALL AND HIGH UPLIFT TRUSS HOLD-DOWN APPLICATIONS MAY BE
ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED.
ADDITIONS IN COMPLIANCE WITH SECTION 301.1.2 OF THE EXISTING BUILDING CODE.
U
COUNTED AS PART OF THE DESIGNATED O.C. SPACING.
=
2.
MANUFACTURER'S DATA FOR ALL EPDXY AND EPDXY GROUT SHALL BE SUBMITTED TO THE
LIVE LOAD:
40.0 PSF
G%J
N
DEAD LOAD:
10.0 PSF
ENGINEER FOR APPROVAL PRIOR TO INSTALLATION. ACCEPTABLE EPDXY PRODUCTS ARE:
3.
ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE
3.
PLACE ALL -THREAD RODS WITHIN 6" TO 10" OF EACH CORNER AND AT EACH INTERSECTION OF
Q
o
CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK.
4w00(J
BEARING WALLS. RECOMMENDED INSTALLATION SEQUENCE IS:
N
HILTI HY150, HILTI HSE2421, SIMPSON STRONG -TIE SET OR APPROVED EQUAL.
4.
CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO
�
Q
A. PLACE SHEARWALL RODS (SPECIFIED ON PLANS)
IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONS
COMMENCING CONSTRUCTION.
I�E
\.NAYoo
B. PLACE HIGH UPLIFT RODS (SPECIFIED ON PLANS)
AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INSTALL IN
IF 00-
.• ••
=0••'G
C. PLACE CORNER RODS
No 8
ACCORDANCE WITH APPLICABLE SAFETY LAWS.
5.
DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR
D. PLACE ALL OTHER RODS.
• EOF
.off •
THIS JOB ONLY. DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED
3.
ALL EPDXY AND EPDXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 8,000
OTHERWISE ON THE PLANS.
4.
ALL -THREAD SHALL BE DRILLED AND EPDXIED INTO FOOTING WITH SIMPSON SET EPDXY
PSI AND TENSILE STRENGTH OF 2,300 PSI.
SYSTEM, OR APPROVED EQUIVALENT. ALL -THREAD EMBEDMENTS FOR SHEAR WALLS AND HIGH
6.
SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE
UPLIFT TRUSS CONNECTIONS ARE SPECIFIED IN THEIR RESPECTIVE DETAILS.
4.
ALL HOLES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8" GREATER THAN THE
OWNER SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS.
DIAMETER OF THE STEEL MEMBER BEING INSTALLED.
SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT
5.
WHERE NECESSARY, ALL -THREAD COUPLERS SHALL BE RATED NOT LESS THAN 3200 LBS.
DESIGN IS SPECIFIED WITHIN THESE PLANS. DESIGN OF THIS STRUCTURE WAS PERFORMED
5.
ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY PRIOR TO
ASSUMING 2500 PSF SOIL CAPACITY.
6.
MINIMUM EMBEDMENT OF ALL -THREAD SHALL BE:
INSTALLATION OF EPDXY. HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS
LAITANCE, DUST, DIRT, AND OIL.
7.
THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS,
6" - TYPICAL WALLS, MONOLITHIC FOOTING
THE SCOPE OF WORK SPECIFICALLY EXCLUDES ANY AND ALL ARCHITECTURAL,
7" - EXTERIOR WALLS, STEMWALL FOOTING
6.
CONTRACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE
WATERPROOFING, MECHANICAL, PLUMBING OR ELECTRICAL WORK.
8" - MASONRY WALLS
MANUFACTURER FURNISHING THE EPDXY MATERIALS, AND SHALL HAVE NO LESS THAN FIVE
YEARS EXPERIENCE IN THE VARIOUS TYPES OF EPDXY RELATED WORK REQUIRED IN THIS
8.
EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL
7.
ALL -THREAD EMBEDMENTS FOR SHEARWALLS AND HIGH UPLIFT CONNECTIONS ARE SHOWN IN
PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE
EXISTING/NEW ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND
THEIR RESPECTIVE DETAILS ON THIS SHEET.
TRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PROPOSAL TO
NOTIFY ENGINEER IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY
DO THE WORK.
INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION
8.
USE 2" SQUARE WASHERS ON ALL -THREAD AND ANCHOR BOLT LOCATIONS, U.N.O.
DOCUMENTS AND/OR ACTUAL FIELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL
SHEATHING
NOTES
TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER
9.
WHERE THREADED RODS ARE NOT ABLE TO BE INSTALLED DUE TO FIELD LIMITATIONS, IT IS
MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING
ACCEPTABLE TO PLACE A DOUBLE 2X STUD GROUP. FASTEN STUDS TOGETHER WITH (1) ROW
FOR
WALL SHEATHING:
CONSTRUCTION. THE DESIGN ADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE SOLE
OF 10d NAILS. FASTEN THE STUDS TO THE TOP AND BOTTOM PLATES WITH (2) SPH. PLACE A 1/2"
1.
FOR STUCCO AND STONE: MIN 1�" OSB OR PLYWOOD, SPAN RATING 32/16, INSTALLED
RESPONSIBILITY OF THE CONTRACTOR.
ANCHOR BOLT WITH 6" EMBEDMENT WITHIN 6" OF DOUBLE STUD GROUP.
VERTICALLY, OR MIN -17. OSB OR PLYWOOD, SPAN RATING 32/16, INSTALLED HORIZONTALLY, TO
CONCRETE
NOTES
10.
IN LOCATIONS WHERE SECOND FLOOR BEARING WALLS BEAR ON BEAMS/HEADERS BELOW, IT IS
WALL FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
1.
ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH ACI 318, LATEST
ACCEPTABLE TO DRILL THE THREADED RODS THROUGH THE HEADER AND FASTEN THE BOTTOM
2.
FOR ALL OTHER VENEER: MIN 6" OSB OR PLYWOOD, SPAN RATING 24/16, INSTALLED
EDITION, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", AND ACI 301, LATEST
OF THE ROD WITH A 3" SQ WASHER AND NUT.
VERTICALLY OR HORIZONTALLY, TO WALL FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE,
EDITION, "SPECIFICATIONS FOR STRUCTURAL CONCRETE".
12" O.C. IN FIELD (BLOCKED PANEL EDGES) OR 6" O.C. EDGE AND FIELD (UNBLOCKED PANEL
EDGES).
2.
ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, (145 PCF +/-) ALL CEMENT SHALL
CONVENTIONAL
FRAMING NOTES
3.
FOR CURVED WALLS: TWO (2) LAYERS OF 4" PLYWOOD. FASTEN WITH 10d NAILS AT 6" O.C. ON
CONFORM TO ASTM C150, TYPE 1. MAXIMUM AGGREGATE SIZE SHALL BE %" INCHES FOR
EDGE AND 12" O.0 IN FIELD. OUTER LAYER OF PLYWOOD PANEL EDGES MUST BE LAPPED 24"
FOUNDATIONS, AND %" FOR ALL SLABS AND SHALL CONFORM TO ASTM C33.
1.
ALL CONVENTIONAL FRAMING LUMBER IS No.2 SYP.
MIN WITH INNER LAYER. SHIM FRAMING AS NEEDED FOR TIGHT FIT.
3.
MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS.
2.
ALL RIDGE AND VALLEY BEAM SIZES ARE NOTED ON THE PLANS.
FOR
ROOF SHEATHING:
1.
FOR SHINGLE AND METAL ROOF: MING" OSB OR PLYWOOD, SPAN RATING 24/16, INSTALLED
4.
4" 3000PSI CONCRETE SLAB WITH 6X6 W1.4 X W1.4 WWM OR 1/2" FIBERMESH OVER A 6 MIL.
3.
ALL ROOF RAFTER SIZES ARE NOTED ON THE PLANS.
PERPENDICULAR TO ROOF FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN
VAPOR BARRIER AND TERMITE TREATED SOIL.
FIELD.
4.
FASTEN ROOF RAFTERS TO RIDGE BEAMS WITH (4) 16d TOE -NAILS.
2.
FOR TILE ROOF: MIN 32" PLYWOOD, SPAN RATING 32/16, INSTALLED PERPENDICULAR TO ROOF
5.
THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL,
FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
COHESIVE SOILS OR ANY OTHER DELETERIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95%
5.
FASTEN ROOF RAFTERS TO BEARING WALLS WITH A SIMPSON H2.5A WITH (5) 8d NAILS INTO THE
3.
SINGLE CLIP PANEL EDGES. INSTALL PANELS CONTINUOUS OVER TWO OR MORE SPANS WITH
MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR TWO FEET BELOW THE BOTTOM OF THE
RAFTER AND (5) 8d NAILS INTO THE TOP PLATE.
STAGGERED END JOINTS. WHERE PANELS ARE INSTALLED OVER SINGLE SPANS DUE TO FIELD
FOOTING.
CONDITIONS, BLOCK PANELS AT 12" O.C.
6.
FASTEN ROOF RAFTERS TO SLEEPER WITH SIMPSON H3 WITH (5) 8d NAILS INTO THE RAFTER
6.
ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM -A615. ALL
AND (5) 8d NAILS INTO THE SLEEPER.
FOR FLOOR DECKING:
CONCRETE REINFORCEMENT SHALL BE FABRICATED, INSTALLED, SUPPORTED AND SPACED IN
1.
MIN 4" T&G OSB OR PLYWOOD, SPAN RATING 48/24, INSTALLED PERPENDICULAR TO FLOOR
FORMS AND SECURED IN PLACE IN ACCORDANCE WITH ACI 315, "DETAILS AND DETAILING OF
7.
FASTEN HEEL OF RAFTER TO CEILING JOIST WITH (4) 16d NAILS.
FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
CONCRETE REINFORCEMENT".
2.
USE OF APA RATED STURD-I-FLOOR IS ALLOWED WITH A MINIMUM SPAN RATING OF 48/24 AND
8.
HIP RIDGE BEAMS TO HORIZONTAL RIDGE BEAM WITH SIMPSON A35 WITH (12) 8dX1-1/2" NAILS.
MINIMUM t" THICKNESS.
7.
CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS, PIPE SLEEVES, ETC.,
AS REQUIRED FOR MECHANICAL TRADES BEFORE CONCRETE IS PLACED.
9.
FASTEN RIDGE/VALLEY BEAM TO WALL WITH (1) MSTA24 WITH (11) 10d NAILS IN VALLEY BEAM,
FOR PORCH CEILING SHEATHING:
8.
VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24",
(11) INTO STUD BELOW.
1.
MIN 38. ' OSB OR PLYWOOD, SPAN RATING 24/0, INSTALLED PERPENDICULAR TO CEILING FRAMING.
WHICHEVER IS GREATER.
10.
2X6 No.2 SYP COLLAR TIES TO BE APPLIED. FASTEN EACH END WITH (6) 16d NAILS. BOTTOM OF
FASTEN WITH 8d NAILS AT 3" O.C. ON EDGE, 12" O.C. IN FIELD.
COLLAR TIES TO BE NO LOWER THAN 1/3 THE DISTANCE FROM THE TOP PLATE TO THE PEAK.
9.
CORNER REINFORCEMENT SHALL BE LAPPED 25".
MASONRY
NOTES
11.
ALL SLEEPERS ARE FASTENED TO EXISTING FRAMING WITH (4) i6d NAILS AT EACH
10.
REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS;
INTERSECTION OF SLEEPER AND EXISTING FRAMING.
1.
ALL MASONRY WORK SHALL BE IN CONFORMANCE WITH THE LATEST EDITION OF "BUILDING
10.1. 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH
CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530) AND THE "SPECIFICATIONS FOR
10.2. 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER
MASONRY STRUCTURES" (ACI 530.1) OF THE AMERICAN CONCRETE INSTITUTE.
10.3. 1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY
ROOF RAFTER
REINFORCEMENT.
2.
CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT WITH A MIN. NET COMPRESSIVE
RIDGE BEAM
STRENGTH OF 1500 PSI, HOLLOW, LOAD-BEARING UNITS. CONFORMING TO ASTM C90, TYPE N -II
11.
ONLY DIMENSIONS FOUND ON THE FOUNDATION PIAN BY ALEXANDER GRACE CONSULTING,
INC., SHOULD BE USED FOR FOUNDATION CONSTRUCTION. IF DIMENSIONS CAN NOT BE
3.
MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S. ALL PORTLAND CEMENT SHALL
DETERMINED FROM FOUNDATION PLAN, CONTACT THE ENGINEER OF RECORD.
CONFORM TO ASTM C150 TYPE I. LIME SHALL CONFORM TO ASTM C207. ALL MASONRY CEMENT
_
_ _ _ _ _ _ _ _ _ _ _ CEILING JOIST
SHALL CONFORM TO ASTM C91. THICKNESS OF MORTAR SHALL NOT EXCEED %". FULL BEAD
12.
STEM WALL TO BE A MAXIMUM OF SIX (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF
AND HEAD JOINTS SHALL BE USED.
STEM WALL WILL EXCEED SIX (6) COURSES IN HEIGHT.
(2) 2x4 SYP COLUMN FOR RIDGEA/ALLEY BEAM SUPPORT, FASTENED
H
TOGETHER WITH (1) ROW OF 8d NAILS AT 12" O.C. FASTEN RAFTER TO
H 1)
MASONRY GROUT SHALL CONFORM TO ASTM C476. Pc OF GROUT SHALL BE 3000 PSI MIN. THE
13.
WHERE THREADED RODS ARE EMBEDDED 12" INTO STEM WALLS, THE TOP TWO COURSES OF
• COLUMN WITH STRAP WITH (9) 8d NAILS IN RAFTER, (9) 8d NAILS IN
MAXIMUM
MAXIMUM AGGREGATE SIZE SHALL BE %" GRADED TO PRODUCE FINE GROUT IN CONFORMANCE
STEM WALL MUST BE FILLED.
COLUMN. FASTEN COLUMN TO TOP PLATE OR HEADER WITH 18 GA STRAP
WITH ASTM C476 AND C404. SLUMP OF GROUT SHALL BE 8 TO 10 INCHES.
FRAMING NOTES
WITH (9) 8d NAILS IN COLUMN, (9) 8d NAILS IN TOP PLATE/HEADER.
5.
MASONRY WALL REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60. PROVIDE 48 BAR DIA
1.
DESIGN OF WOOD COMPONENTS IN THIS STRUCTURE IS BASED ON THE 2017 FLORIDA BUILDING
LAP ON ALL SPLICES. PROVIDE BAR SPACERS AS REQUIRED TO PROPERLY LOCATE
CODE, RESIDENTIAL EDITION AND THE NATIONAL DESIGN SPECIFICATION FOR WOOD
REINFORCING IN CELLS.
CONSTRUCTION.
LOAD TABLE COMPONENT AND CLADDING
6.
THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING OF ALL MASONRY
2.
DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS SHEET.
ROOF: DESIGN PRESSURES
CONSTRUCTION TO RESIST WIND, BACKFILLING, SOIL COMPACTION AND OTHER NATURAL AND
CONSTRUCTION FORCES OCCURRING DURING CONSTRUCTION. THE BRACING SHALL REMAIN IN
3
ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPSON ALTERNATE CONNECTORS ARE
LIVE LOAD: 20 0 PSF -
PLACE UNTIL THE STRUCTURE IS COMPLETE.
EFFECTIVE
AREA, SF
ACCEPTABLE PROVIDED EQUAL OR GREATER CAPACITIES ARE ACHIEVED. CONTACT ENGINEER
DEAD LOAD:
7.0 PSF
24.4
OF RECORD IF EQUAL CAPACITIES ARE NOT APPARENT.
24.4
-26.6
20-50
22.9
CEILING:
22.9
4.
ALL WOOD DIRECTLY EXPOSED TO CONCRETE, MASONRY OR SOIL SHALL BE (PRESSURE
LIVE LOAD:
0.0 PSF
21.6
TREATED.
LIVE LOAD -STORAGE:
30.0 PSF
-24.4
20.8
DEAD LOAD:
5.0 PSF
5.
ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED.
Of
U
FLOOR:
=
6.
NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED.
LIVE LOAD:
40.0 PSF
G%J
N
DEAD LOAD:
10.0 PSF
7
DIMENSION LUMBER
DECK LIVE LOAD:
50.0 PSF
EFFECTIVE
AREA, SF
END ZONES, PSF
INTERIOR ZONES,
PSF
0-20
24.4
-32.0
24.4
-26.6
20-50
22.9
-28.8
22.9
-25.3
50-100
21.6
-27.2
21.6
-24.0
100-200
20.8
-24.4
20.8
-22.9
7. HORIZONTAL JOINT REINFORCING SHALL BE USED FOR ALL MASONRY CONSTRUCTION. AND
SHALL CONSIST OF 9 GAGE, GALVANIZED, LADDER TYPE REINFORCING CONFORMING TO ASTM
A82, SPACED AT 16" O.C. VERTICAL MAX.
8. WHEN GROUT POURS EXCEED 5 FEET IN HEIGHT, PROVIDE A CLEAN-OUT HOLE AT THE BOTTOM
CELL. CLEAN THE CELL BY REMOVING ALL MORTAR, DEBRIS, LOOSE AGGREGATES AND ANY
MATERIAL DELETERIOUS TO MASONRY GROUT. INSTALL AND SECURELY TIE THE VERTICAL
STEEL REINFORCEMENT TOGETHER. CLOSE THE OPENING AFTER INSPECTION.
9. ALL MASONRY WALLS SHALL BE SECURELY BRACED UNTIL FLOOR OR ROOF SYSTEM HAS BEEN
7.1. ALL MEMBER SIZES GIVEN IN THE DRAWINGS ARE NOMINAL DIMENSIONS
INSTALLED AND HAS BECOME CAPABLE OF STABILIZING THE WALLS. REINFORCED MASONRY
7.2. WHERE POSTS ARE CALLED OUT, HEADERS SHALL BEAR FULLY ON POSTS. WIND LOADS: UNITS SHALL BE FILLED SOLID WITH 3000 PSI GROUT AS INDICATED ON PLANS.
7.3. ALL BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMBERS SHALL BE FRAMED WITH WIND SPEED: 130 MPH
SIMPSON STRONG -TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF EXPOSURE: C 10. CASTCRETE PRECAST LINTELS TO BE USED OVER ALL OPENINGS, UNO. SEE PLAN FOR SIZE AND
RECORD. THE JOIST HANGERS SHALL BE NAILED WITH NAILS MEETING THE DIAMETER AND IMPORTANCE: 1.0 REINFORCEMENT.
LENGTH PER THE DETAILS. BUILDING CATEGORY: II
ENCLOSED BUILDING:
8. ALL NAILS SHALL BE COMMON NAILS, UNLESS OTHERWISE NOTED. NAIL SIZES ARE DEFINED INTERIOR PRESSURE
BELOW: COEFFICIENT: 0.18
ROOF PITCH: MATCH EXISTING
8d = 0.131 " x 2-1/2"
10d = 0.148"x 3"
12d = 0.148"x 3-1/4"
16d = 0.162" x 3-1/2"
9. WHERE FRAMING DETAILS SHOW FOOTINGS, SEE FOOTING DETAILS ON THE FOUNDATION PLAN
AND/OR THE FOOTING DETAILS SHEET.
10. CONVENTIONAL FRAMING LUMBER IS 2x No.2 SYP UNLESS NOTED OTHERWISE.
SHEET INDEX
S0.01
COVER PAGE/GENERAL NOTES
S1.01
FOUNDATION PLAN AND DETAILS
S2.01
FIRST LEVEL FRAMING PLAN
S2.02
SECOND LEVEL FLOOR PLAN
SECOND LEVEL FRAMING PLAN
S2.03
S2.04
ROOF PLAN
S3.01
FRAMING DETAILS
S3.02
FRAMING DETAILS
OFFICE COPY
4 REVIEWED FOR CODE COMPLIANCE
CITY OF ATLANTIC BEACH
SEE PERMITS FOR ADDITIONAL
REQUIRE #ENTS AND CONDITIONS
REVIEWED BY:__.,1' DATE:
�
W
N
M >
O w
o
O ❑
r z
Q
z
m w
a �
' o 0
z
a O
U) W
❑ U)
W
N ED
C
OD
I-
M
z
0
W
N
m0
Z
M
c
W
LL
{n
>
2
W
v
U
�
m
U
Of
U
W
=
I=
(�
Z
G%J
N
J
Cc
Q
m
at°i
U
N ED
C
OD
T
a
0
N
b>�
m0
aa))C)
N
c
U�
U 3
a
N r
Na)
❑
U
d
p
U
N ED
C
MCO
U
(
ca m
p
U
LL U_
U
N
V M
p
7 LL
Cc
x
m
at°i
Q
o
o
4w00(J
2 =
•C CO
N
CO
0
Y N
�
Q
U tt
M
CD
I�E
\.NAYoo
IF 00-
.• ••
=0••'G
2
No 8
?a7�
• EOF
.off •
Sheet
47'-l"
_ --- I 29'-42n
-------------------------
-----------_- , � I EXISTING
I
I I
�I Ij i
I I
I �I Ii I
it Ii
1 I LL I
l I o> w I i
L W i! f
—_ _--� ' u- 6'-7nol
-----�
FIELD VERIFY '
r----------------
}
---- ---
77 -71
I >
I
II i
I�
I I I I
I I
> i
�o I
I
_w I
I
u- I
12'-3" 16-8" 15'-3" 13'-10" I '
FIELD VERIFY FIELD VERIFY FIELD VERIFY FIELD VERIFY
,1
X-10"
15'-0" I I
FIELD VERIFY j
F 7— I I
01
---- -------------- 1 ) L J
w I
t. I
-------------- --------------------
-------------------- ---
_ - - - - - --
I
wM EXISTING STRUCTURE
mw I I
-
> �bN w
J
S1.01 i
N o I I I I
1 i
'\S20
1.01 I u -
I I II
I I'
,- - -'
I 1 _
-- --� I S1,01 I 1
I it I
S1.01 '
I
— , S1.01 I � -- — I------I----}---I 7
3 EXISTING STRUCTURE
S1.01 I 3 I I t -t i -+-+- J ---I-- - -
-L�L---------------I----------------- �1 I I F-
L -
— ---------------------------- — — — — — — — — — —
---------------------------------1 -
------ V-------- _ ----------------------------" I I I I 3
I w 1' c+rr CH
A I I "' >
I 3
I— 51.01
I I
I 2 I
I S1,01 I
I I S
I I
I _
I I 1
I
i
7'-0" 2'-4"
FOUNDATION PLAN
\\ // 114" = 1'-0"
�q
8"x8" THICKENED EDGE WITH
WITH 3000psi CONCRETE WITH
(1) #4 CONTINUOUS
FIBERMESH.
24"x24"x12" DEEP FOOTING
GRADE M
WITH (3) #5 BARS EACH WAY
a O
30"x30"x12" DEEP FOOTING
OWO
WITH (3) #5 BARS EACH WAY
II I-
Ij—j6
42"x42"x12" DEEP FOOTING
N
aiN
WITH (3) #5 BARS EACH WAY
7 I I I I I I I I
Z S 1.01 w I 1 I I I l
�--C-I I VolI� FI I
3'-0" I. i.
o
- - - -
1---
------ ,-1 M w ' -, - -- -- ------ I I ,
U)O i 1
- __ I I
LL I - --- - - - - - -J
------------
I i�r-- -----
' ( 3 Y 3
II Vol
S1.017`171 I i I l
-- -J-t 3
1
i t S1.01 I jfil S1.01 i I
I I I
--.-------------------- --
I I I
----- - ---- ---- ----------------- —
'- -I FI
- _ 1
I I —tel' — — — — — — — ----- J I I
��--------------------------------J �I I
I
I I
II j
Al I I 1 f:-
------------------------
ILL
II
L-- ------------------------ — — — —
----------------'
JL-------------------------------
2'-0" 12'-3" 7o,18'-9" 10'-0"
76'-0"
12" #5 BAR AT 48" O.C.
�T v
G
I�--
'�1� IIIA,
Ell II
8 n.
Ing 6 MIL VAPOR BARRIER OR EQUIVALENT
i--- WATERPROOFING BETWEEN COMPACTED
SUBBASE AND FOOTING/SLAB
ONE STORY: X = 12" WITH (2) #4
TWO-STORY: X = 16" WITH (3) #4
THREE-STORY: X = 20" WITH (3) #5
7 INTERIOR BEARING FOOTING
CONTINUOUS BOND BEAM WITH 2500 PSI
CONCRETE AND (1) #5 BAR
FIBER REINFORCED CONCRETE SLAB, 4"
THICK UNLESS NOTED OTHERWISE ON
PLAN.
8"X16" CMU STEMWALL, MAX 6 COURSES.
VERTICAL REINFORCEMENT TO BE #5
DEFORMED BARS AT 48" O.C. FILL CELLS
WITH 3000 psi CONCRETE.
ONE STORY: d=8", b=16", (2) #4 BARS
TWO STORY: d=10", b=20", (3) #4 BARS
THREE STORY: d=12", b=24", (2) #5 BARS
VERTICAL REINFORCEMENT TO HAVE 9"
BEND AT BOTTOM AND BE EMBEDDED 4"
INTO TOP COURSE.
FOOTING TO BEAR ON FIRM
UNDISTURBED SOIL.
,TYPICAL STEMWALL DETAIL
J/4" = 9'-U"
CONTINUOUS BOND BEAM WITH 3000 PSI
CONCRETE AND (1) #5 BAR
FINISHED GRADE
FIBER REINFORCED CONCRETE SLAB, 4"
THICK UNLESS NOTED OTHERWISE ON
PLAN.
VARIES WITH GARAGE SLOPE
8"X16" CMU STEMWALL, MAX 6 COURSES.
VERTICAL REINFORCEMENT TO BE #5
DEFORMED BARS AT 48" O.C. FILL CELLS
WITH 3000 psi CONCRETE.
ONE STORY: d=8", b=16", (2) #4 BARS
TWO STORY: d=10", b=20", (3) #4 BARS
THREE STORY: d=12", b=24", (2) #5 BARS
VERTICAL REINFORCEMENT TO HAVE 9"
BEND AT BOTTOM AND BE EMBEDDED 4"
INTO TOP COURSE.
FOOTING TO BEAR ON FIRM UNDISTURBED
SOIL.
ARAGE STEMWALL FOOTING
3/4" = 'I' -U'
8" THICKENED EDGE WITH (1)#4
12"#5 REINFORCEMENT BARS
AT 48" O.C. MAX
EXISTING FOUNDATION
-till =Ij '
4" III ! 1
ISI==IjIjIIIj�jl�1-11Ifjl
3ECTION
314" = 1'-0"
m
will
WA
VERIFY WITH ARCHITECTURAL
8" THICKENED EDGE WITH (1)#4
12" #5 REINFORCEMENT BARS
AT 48" O.C. MAX
r— EXISTING FOUNDATION
1 8„7 Ilr I�
ii
�4p') 1 11 I
V-3/4”
SECTION
OFFICE COP�
AT CENTER OF EACH SIDE.
f
IR BARRIER OR EQUIVALENT
)OFING BETWEEN COMPACTED
\ND FOOTING/SLAB
Ic uccr Iruu I INV WI I h
#5 AT 12" MAX O.C. EACH
WAY.
INTERIOR BEARING FOOTING
3/4" = V-0"
m
04
w
o w
0
Obz
1—
z
L g
m g
' o O
z
U
o IX
d O
U 0
w D
o w
co
N
W
fA p
z
O
w z
w
W
z
FOOTING AND SLAB POURED
M
N
WITH 3000psi CONCRETE WITH
p
Z
LU
FIBERMESH.
12"
FINISHED-�F—
GRADE M
U
a O
�
OWO
W
U)
II I-
Ij—j6
MIL VAPOR BARRIER OR
N
aiN
EQUIVALENT WATERPROOFING
Q
BETWEEN COMPACTED
p
SUBBASE AND FOOTING/SLAB
FOOTING, PER PLAN
fi RECESS
SECTION
3/4 11.01.
3ECTION
314" = 1'-0"
m
will
WA
VERIFY WITH ARCHITECTURAL
8" THICKENED EDGE WITH (1)#4
12" #5 REINFORCEMENT BARS
AT 48" O.C. MAX
r— EXISTING FOUNDATION
1 8„7 Ilr I�
ii
�4p') 1 11 I
V-3/4”
SECTION
OFFICE COP�
AT CENTER OF EACH SIDE.
f
IR BARRIER OR EQUIVALENT
)OFING BETWEEN COMPACTED
\ND FOOTING/SLAB
Ic uccr Iruu I INV WI I h
#5 AT 12" MAX O.C. EACH
WAY.
INTERIOR BEARING FOOTING
3/4" = V-0"
m
04
w
o w
0
Obz
1—
z
L g
m g
' o O
z
U
o IX
d O
U 0
w D
o w
co
N
W
fA p
z
O
w z
w
W
z
O N
M
N
W
D
p
Z
LU
(N
cy)
LL
W
D
U
a O
�
OWO
W
U)
=
N
Z
N
aiN
r
r
Q
z
z
0
Q
z
Z)
0
LL
V
O N
C
00
Or.-
C)
N
n C9
a O
a) 0
°D
3�U'
me
-0
N
aiN
0
U
Q
p
z
z
0
Q
z
Z)
0
LL
V
O N
C
m CO
Or.-
C
aU
c
.`o
p
o`
U
LLLL
m
U
LO
U M
N
m J
LL
c
in
U
N
� N
00
2 o
(')C > W
N
of N
�
O
U [t
M
0)
WAYNF
�2 • • ......,•••
IFIL '
'
•_••
•
O:
•
=
_w
• No 2
•
• ST E F��
% ,� P•
Sheet No.
S1.01
(2) MSTA24 (2) MSTA24
BM1.6
-- -- -- _
II (I n 0 n n fl 4^7
III II II II II II II II I I II II -�;;, I i S3.01
III II II II II II II II,,, „;
DOUBLE END III II II II II II II II _ _ _u ° -
- --- -------------------------------
_�_ . _--
JOIST. - - - - -- - - -- - ----- ---------------- -
�III II II II II II II II III _� �_- � � ----- � s ------ 11 2 MSTA24
I I 11 I I II O F,
III II II II II II 11 II III '�' 11 II II II �I,;
III II II II II II II II III j! i i H'
I I.
----------''------ai- ---- II --- ------------ I
-- -
---" - ----- ----
I II II II II II II II =----------' -.- _-- _ ___--1 ! _____-�;-_ II
III II II II II II II II
rr
li
IIS
-------------- -----------
III-------------TT ---- A, ------------------ 11
-L�--
III (2) MSTA24 111 III II II II i II II II II III i i i i i i ii
III III ------------- W -- -----� - -- -- -- ------------ --- --------- c---�I c -------- __ _IIIc------------- - ___ --=---_--_--_--_--__=----- ---------------------__-_-_-_-------- -- ---__- --- -
�-
III IIIii A ''
II
------------------
- -
--- -
--- ------ ----------- -- -
a
2X12ii ---------- --------------- ------------ - --- --- ---- _
18 III ; A LEDGER I ! 1 1
li_______________ 1! _-! --------_-___-_..
S3.02 III Ilii ----��---------__-__-�,------
------------
LEDGER
- -= rF== ------
(2)2X12-__-_
LEDGER ---------------- - -- -a r=--=-�� - -- -- ---� i ---- ----------- O MSTA24
ii II II 2 -
III III EXISTING FLOOR ---J `--�
III III
JOISTS
.
1�
III BM1.5 _ I ! !
��-- ------+t- -----------+L----- - 11--- -- ----
_T
-----
C----------�t-Laa_-.m,�,--------- �-------�-�-
--_
Ir j l t' -
III III ii `_` II II II i�
-- ---�-------'1---
=---=IIIc------------------====III �,--------- I1
BM1.8
III III III _ ! ! III C--- -----'�-- __ _--------rr-----
---- --- - ----- - ---
====111_____________________=III ,I-_w_------rr-----------
III J (2) MSTA24
III III '
-_- --------- ---�
-------------
5.5X5.5
BOOZE_JL-----__-'�( ---- ---- rr--- ------ -_-_
_ - ----- ---- ------------- ;-----:1.9E POST
-,.
III (2) MSTA24 III HU416 WITH
2 MSTA24 gM1.1 HUC416 WEB FILLER
------------------- c
ffJ
_0000__HUC414
I 7
BM1.9
-(2) MSTA24
--�==n�-= Lh1
MTS30
1
(2) MSTA24
tiISTA24 BM1.10 (2) MSTA24
i,
3
MSTA2
10 B M 1.3 ��(2) MSTA24 �-
2
BM1.4
r
i I
(2) MSTA24
(2) MSTA2411 {) 4
II
'I
II
s
I I I
I I 4 t
I 1 1 I
i i I
_ L� Il J
BM1.12
111 14
i n S3 02 i11
ECON D LEVEL FLOORIL PLAN
ROOF RAFTER
2X12 FLAT ROOF/FLOOR JOIST
EXISTING FLOOR JOIST
EEI 50 I -JOIST 3.5"X14"
AT 24" O.C. MAX. UNO.
I -JOIST NOTES:
1. I -JOIST FASTENED WITH IUS3.56/14, UNO.
2. BLOCK ALL CANTILEVER JOISTS AT
BEARINGS WITH I -JOIST BLOCKING.
3. ALL 2X12 JOISTS/RAFTERS FASTENED AT
ENDS WITH LUS210.
CONVENTIONAL FRAMING - CEILING
MAX CEILING SPANS WITH 10 PSF LIVE LOAD, 5 PSF DEAD LOAD,
AND 1.00 DURATION FACTOR AT 24" O.C.
GRADE,
SYP
No.1
No.2
SPACING
16"
24"
16"
24"
2x4
11'-3"
9'-10"
10'-9"
9'-3-
2x6
17
16-6"
16-11"
13'-11"
2x8
23"4"
20'-5"
21'-7"
iilll
2x10
iii
23'-11"
25'-7"
20'-11"
2
NO.2 SYP 2X12
-
BM1.8
3
1.75" 2.0E LVL
11.875"
BM1.9
3
1.75" 2.0E LVL
14"
BM1.10
2
1.75" 2.0E LVL
14"
BM1.11
4
1.75" 2.0E LVL
16"
BM1.12
2
1.75" 2.0E LVL
II
I
L
•` AYI�/F ��,
�
.00000.0
.
••.9
�F ••.•' FI
•0
cn
- C7 = No 328
70 =
(2)
h ISTA24�IIIIif
�tv
F
7FF
iii 53.01
2
/(711 \�\
EI
ji(16
(
S3.02 III
ii0l
Idi
2X12 BEAM
-T
-
-Ir
__n
-7-F_-T_-T==-��IfEI
!II
i(2)
L
II II
II II
I(2)1IMSTA24
II II II
IIl
I
II
I
III
n
n n
n n n
II
II
II II
II II
II II --tt
'" 72)
l
(2)2X12FASCIA MSTA24
u u u
u u u u u
u u
u u
u u u II
BEAM BELOW
BM1.7
HUC28-2 1
-LUS28-2
LUS28-2,
41�3
i i---
INSTALLED
2X12
L
UPSIDE DOWN.
LEDGER
ECON D LEVEL FLOORIL PLAN
ROOF RAFTER
2X12 FLAT ROOF/FLOOR JOIST
EXISTING FLOOR JOIST
EEI 50 I -JOIST 3.5"X14"
AT 24" O.C. MAX. UNO.
I -JOIST NOTES:
1. I -JOIST FASTENED WITH IUS3.56/14, UNO.
2. BLOCK ALL CANTILEVER JOISTS AT
BEARINGS WITH I -JOIST BLOCKING.
3. ALL 2X12 JOISTS/RAFTERS FASTENED AT
ENDS WITH LUS210.
CONVENTIONAL FRAMING - CEILING
MAX CEILING SPANS WITH 10 PSF LIVE LOAD, 5 PSF DEAD LOAD,
AND 1.00 DURATION FACTOR AT 24" O.C.
GRADE,
SYP
No.1
No.2
SPACING
16"
24"
16"
24"
2x4
11'-3"
9'-10"
10'-9"
9'-3-
2x6
17'-8"
16-6"
16-11"
13'-11"
2x8
23"4"
20'-5"
21'-7"
17'-7"
2x10
26-0"
23'-11"
25'-7"
20'-11"
FRAMING NOTES AND LEGEND
TOP AND BOTTOM PLATE MATERIAL: 2x No. 2 SYP, UNO.
STUD MATERIAL: 2x No. 2 SPF, UNO.
HEADERS:
ALL HEADERS ARE (2) 2x6 No. 2 SYP WITH TWO KINGS AND ONE CRIPPLE,
UNO. FASTEN HEADER LUMBER TOGETHER USING (2) ROWS OF 16d (0.148" X
3.5") COMMON NAILS AT 12" ON CENTER. USE OSB SHIMS AS NECESSARY TO
MAKE THE HEADER THICKNESS EQUAL TO THAT OF THE WALL IT IS IN. SEE
THE HEADER DETAIL FOR FASTENING SPECIFICATIONS.
HEADER NOTATION IS:
NUMBER OF PLIES IN HEADER
NUMBER OF KING STUDS
(2).2x6,2:1
LNUMBER OF CRIPPLE STUDS
SIZE OF DIMENSIONAL LUMBER
SHEAR WALLS:
ALL WALLS WITH STRUCTURAL SHEATHING ACT AS LATERAL FORCE
RESISTING ELEMENTS BASED ON THE TYPICAL WALL SECTION, THREADED
ROD SPACING, AND SPECIFIC THREADED ROD LOCATIONS SHOWN ON THE
FRAMING PLAN, AS NOTED BELOW. WALLS REQUIRING ADDITIONAL NAILING
AND HOLDDOWNS, IF ANY, ARE NOTED ON THE PLAN.
SW -#/S# SHEARWALL LOCATION
I SEE DETAILS FOR FASTENERS
SHEET NUMBER
DETAIL NUMBER
SHEAR WALL DESIGNATION
PORCH/GLULAM BEAM
////////////////// •' 1
INDICATES GLAZING CLASSIFIED AS END ZONE.
EZ ALL OTHER GLAZING LOCATED ON EXTERIOR OF
STRUCTURE WILL BE CLASSIFIED AS INTERIOR
ZONE. SEE "COMPONENT AND CLADDING DESIGN
PRESSURES," ON COVER SHEET.
ABBREVIATIONS:
ICR INTERMEDIATE CRIPPLES REQUIRED. HEADER TO CRIPPLES WITH
SDWC15600 SCREWS.
LVL 1.75" WIDE 2.0E EVEREDGE ENGINEERED LUMBER.
MIR MIRROR.
MSR MACHINE STRESS RATED LUMBER.
O.C. ON CENTER.
OSB ORIENTED STRAND BOARD.
SIM SIMILAR.
SPF SPRUCE PINE FIR.
SPH STRUCTURAL PANEL HEADER.
SYP SOUTHERN YELLOW PINE.
TYP TYPICAL.
UNO UNLESS NOTED OTHERWISE.
CANT CANTILEVER
2x6 NO.2 SYP LEDGER
O • FASTEN TO EACH STUD/TRUSS VERTICAL WITH (3) 1/4"X4" WOOD
SCREWS
• FASTEN TO BAND BOARD WITH (3) ROWS OF 1/4"X4" WOOD
SCREWS AT 16" O.C.
OFASTEN LAST STUD OF PROPOSED WALL TO EXISTING FRAMING
B WITH 10d NAILS AT 3" O.C.
/-� SEE SHEATHING NOTES FOR PORCH CEILING SHEATHING.
C
BEAM SCHEDULE
MARK
PLIES
MATERIAL
DEPTH
BM1.1
2
1.75" 2.0E LVL
14"
BM1.2
2
1.75" 2.0E LVL
14"
BM1.3
2
1.75" 2.0E LVL
14"
BM1.4
2
1.75" 2.0E LVL
14"
BM1.5
3
1.75" 2.0E LVL
14"
BM1.6
3
NO.2 SYP 2X12
-
BM1.7
2
NO.2 SYP 2X12
-
BM1.8
3
1.75" 2.0E LVL
11.875"
BM1.9
3
1.75" 2.0E LVL
14"
BM1.10
2
1.75" 2.0E LVL
14"
BM1.11
4
1.75" 2.0E LVL
16"
BM1.12
2
1.75" 2.0E LVL
14"
CONVENTIONAL FRAMING - ROOF
MAX ROOF SPANS WITH 20 PSF LIVE LOAD, 10 PSF DEAD LOAD,
AND 1.25 DURATION FACTOR
GRADE,
SYP
No.1
No.2
SPACING
16"
24"
16"
24"
2x6
14'-1"
12'-3"
13'-5"
11'-0"
2x8
18'-6"
16'-2"
17'-1"
13'-11"
2x10
23"-2"
18'-11"
20'-3"
16'-0"
2x12
26-0"
22'-6"
23'-10"
2x12
0
CONVENTIONAL FRAMING - FLOOR
00 c%j
M
MAX FLOOR SPANS WITH 40 PSF LIVE LOAD, 10 PSF DEAD LOAD,
AND 1.00 DURATION FACTOR.
GRADE, No.1 No.2
SYP
SPACING
16"
24"
16"
W
24"
2x6
14'-1"
8'-6"
13'-5"
U)
7'.71-
' -7"2x8
2x8
18'-6"
11'-3"
17'-1"
9'-8"
2x10
23"-2"
13'-1"
20'-3"
LOU
2x12
26-0"
15'-7"
23'-10"
(n
13'-6"
d
a
m
'-
'W
N
C'7 i
o W
O w
00 0
z
z
m w
z' o
c�
0 a O
o! o
o
U)
0
co
06
N
W
Q
z
O
uj z°
ll.l
00 c%j
M
U
1*0
z
tY
N
W
0N
Z
M
W
L_
U)
U
W
❑
m
LOU
W
=
I -
(n
N
Z
cn L
�
Q
m
af°i
Q
ry
0
0
LL
`W Z
W _J
CL
z
0
U
��W
VJ
U
c
00 c%j
M
00
1*0
�
.-
N
ao
`02
a0
N
air
U
a
Q
m
o
ry
0
0
LL
`W Z
W _J
CL
z
0
U
��W
VJ
U
c
00 c%j
M
CID
fl-
1*0
Lu
cc cu
`02
p
U
I ti -
LOU
M
N®
J
�`
c
cn L
Nio
6
af°i
Q
m o
..coc)
N
�
(0
Y N
O
U
m CD
M CT
•` AYI�/F ��,
�
.00000.0
.
••.9
�F ••.•' FI
•0
cn
- C7 = No 328
70 =
E OF
�tv
F
7FF
2
/(711 \�\
Sheet No.
S2.02