36 Dudley St RES19-0059 Upgrade Bldg Alterations (8/14/19)GENERAL NOTES
1. CODES USED: 2017 FLORIDA BUILDING CODE (6TH EDITION), ACI, NDS, APA AND ASCE 7-10. ALL LATEST EDITIONS USED.
2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING
JURISDICTION OVER THE WORK.
3. THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. THE
CONTRACTOR SHALL NOTIFY THE E.O.R. IF THERE ARE CONFLICTS BETWEEN WHAT IS SHOWN ON THE DRAWINGS AND THE EXISTING SITE
CONDITIONS.
DESIGN SPECIFICATIONS: A
DESIGN CODE: 2017 FLORIDA BUILDING CODE (6TH EDITION) - EXISTING BUILDING - R AIR & ALTERATION LEVEL II
OCCUPANCY: RESIDENTIAL GROUP R-3 (ONE AND TWO-FAMILY DWELLINGS)
CONSTRUCTION: TYPE V
BASIC WIND SPEED: 130 MPH (ULT.)
RISK CATEGORY: II
WIND EXPOSURE: B
INTERNAL PRESSURE COEFFICIENT: 0.18 ENCLOSED BUILDING
MAXIMUM (ULT.) DESIGN WIND PRESSURES (PSF): (WIND-BORNE DEBRIS PROTECTION NOT REQUIRED)
OPENING SIZE (SF)
EDGE ZONES (3'-0"
FROM
OUTSIDE CORNERS)
INTERIOR
ZONE
0-10
+30.4
and-
40.7
+30.4
and
- 33.0
11-20
+29.0
and
-338.0
+29.0
and
-331.6
21-50
+27.2
and
-34.3
+27.2
and
-29.8
51-100
+25.9
and
�-�25.2
-31.6
+25.9
and
-28.4
�-�25.2_
>100
+22.7
and
+22.7
and
v
NOTE: THE COMPONENT AND CLADDING (ULT.) WIND PRESSURES LISTED ABOVE MAY BE MULTIPLIED BY
0.6 TO OBTAIN THE (ALLOWABLE) WIND PRESSURES AS SPECIFIED IN THE FBC AND ASCE 7-10.
DESIGN LIVE LOADS:
ROOF: 20 PSF
STEEL REINFORCEMENT:
REINFORCING STEEL: SHALL BE ASTM A615, GRADE 60 STEEL REINFORCEMENT SHALL BE IN ACCORDANCE WITH THE
FBC, ACI 318 AND AS NOTED IN THESE PLANS.
MASONRY REINFORCEMENT LAP SHALL BE MIN. 24".
CONVENTIONAL WOOD FRAMING:
ALL NEW WOOD FRAMING MEMBERS SHALL BE (SYP #2) & IN ACCORDANCE WITH THE FBC, EXCEPT AS
NOTED ON THESE PLANS. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE
PRESSURE TREATED. ALL WOOD EXPOSED TO THE ELEMENTS SHALL BE PRESSURE TREATED.
METAL CONNECTORS:
ALL METAL CONNECTORS SHALL BE SIMPSON STRONG -TIE CONNECTORS UNLESS OTHERWISE APPROVED BY THE ENGINEER OF
RECORD (E.O.R.) METAL CONNECTORS: ALL METAL CONNECTORS SHALL BE GALVANIZED OR STAINLESS STEEL. NAILS: ALL NAILS
EXPOSED TO THE EXTERIOR SHALL BE GALVANIZED OR STAINLESS STEEL. ALL METAL CONNECTORS SHALL BE INSTALLED WITH THE
QUANTITY AND SIZE OF FASTENERS LISTED IN THE CURRENT SIMPSON CATALOG UNDER THE "MAX." FASTENING CONFIGURATION
UNLESS NOTED OTHERWISE ON THESE DRAWINGS.
ROOF DECKING & ATTACHMENT:
FASTEN EA. EXIST. T&G ROOF DECK BOARD TO EA. RAFTER w/(2) 8d x 2j" RINGSHANK NAILS.
ANCHORING ADHESIVE:
ANCHORING ADHESIVE: SHALL BE THE FOLLOWING PRODUCT (DUAL CARTRIDGE INSTALLATION ONLY):
* SIMPSON STRONG -TIE CO., PRODUCT: SET -XP
FOLLOW ADHESIVE MFG. GUIDELINES FOR ANCHOR BOLT HOLE SIZE & PRE -CLEANING OF EPDXY ANCHOR HOLES AND INSTALLATION PROCEDURES.
GROUT:
THE GROUT SHALL BE IN ACCORDANCE WITH ASTM C 476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF 3/8" PLACED AT
AN 8" TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS WHEN TESTED IN
ACCORDANCE WITH ASTM C 1019.
MASONRY CONSTRUCTION:
CONCRETE MASONRY UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C 90 AND SHALL HAVE A MINIMUM NET
AREA COMPRESSIVE STRENGTH OF 1900 PSI WHEN USING TYPE M OR S MORTAR (ASTM C 270)
IN ACCORDANCE WITH ACI 530, THE 1900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR PROVIDES A DESIGN COMPRESSIVE
STRENTH (f'm) OF 1500 PSI.
SEE SECTION ABOVE FOR GROUT SPECIFICATIONS
MASONRY CONSTRUCTION AND INSPECTION GUIDELINES:
1. LAY UP MASONRY WITH SIZE OF BLOCK AS SPECIFIED ON PLAN.
2. FACE SHELLS OF BED JOINT SHALL BE MORTARED.
3. WEBS SHALL BE MORTARED AT CELLS TO BE GROUTED.
4. VERTICAL CELLS ARE TO BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED.
5. MAINTAIN MINIMUM OF 1/2 INCH (12.7 MM) COVER ON JOINT REINFORCING TO EXTERIOR AND REINFORCING SHALL BE EMBEDDED
IN MORTAR.
6. GROUT SPACES ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, LOOSE AGGREGATE AND ANY MATERIAL DELETERIOUS TO
MASONRY GROUT.
7. INSTALL REINFORCING IN GROUT CELLS PRIOR TO GROUTING.
8. GROUT SPACES ARE TO BE INSPECTED PRIOR TO PLACING GROUT.
9. FILL CELLS AS NOTED ON THE PLANS, ELEVATIONS AND DETAILS.
10. FOR PLACEMENT OF GROUT IN LIFTS UP TO 60 INCHES IN HEIGHT (CLEAN OUT HOLES ARE NOT REQUIRED).
11. A REINFORCING BAR MAY BE USED TO ROD GROUT IN CELL, TO ENSURE THERE ARE NO VOIDS IN GROUT.
12. PLACE REINFORCING APPROXIMATELY 1 INCH (25 MM) TO THE SIDE OF DOWEL IN CELL (ACI 530-1.12.3.3)
13. GROUT SHOULD SET IN APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER CONDITIONS.
14. DO NOT BEND OR MOVE REINFORCEMENT AFTER GROUT HAS SET.
15. INSTALL ALL "WET SET" EMBED STRAPS AS SPECIFIED ON THESE DRAWINGS INTO TOP OF GROUT FILLED CELLS
16. PROVIDE LEVEL "B" QUALITY ASSURANCE, AS PER ACI 530-05 TABLE 1.15.2.
t12'-7"
SIMPSON HETA12 EMBED STRAP (TYP. 4 -PLACES) "WET
SET" INTO GROUT FILLED CMU COL. - SEE DETAIL A/S-1
NEW 2' -6"x2' -6"x1'-0"
DEEP CONCRETE I
FOOTING w/(3) #4 BARS- ---r -. _ _
_ ._
EA. WAY TOP & BOTT. +
SEE DETAIL A/S-1 00 ---'
- -� PROVIDE (1) NEW 2x6
"'--------- - -- _ (SYP #2) PLY ON E.A.
---- ---- ---
SIDE OF EXIST. RAFTER
t - FASTEN EA. NEW PLY
REPLACE EXIST. COL. w/NEW L - - - - - - - - - - - - - - _ w/(2) 10d COMMON
806 CMU COL. w/(1) #4 ---- `--_- --" NAILS ® 8" ox, SEE
BAR VERT. IN EA. CELL - DETAIL A/S-1 /-EXIST. RIDGE _
GROUT FILL ALL CELLS, SEE ;; /
DETAIL A/S -1 +
EXIST. BEAM (LOW)
TO REMAIN �' �;�-----------. __-------
"' PROVIDE (1) NEW 2x6
.II _ (SYP #2) PLY ON E.A.
_ SIDE OF EXIST. RAFTER
_-err_=� c-� ------ ---
FASTEN EA. NEW PLY
X11 w/(2) 10d COMMON
NAILS @ 8" o.c.
S-1 i
REPLACE EXIST. COL. w/NEW
8x16 CMU COL. w/(1) #4
BAR VERT. IN EA. CELL -
GROUT FILL ALL CELLS, SEE
DETAIL A/S-1
NEW 2' -6"x2' -6"x1'-0" DEEP
CONCRETE FOOTING w/(3) #4
BARS EA. WAY TOP & BOTT.
SEE DETAIL A/S-1
#4 x 12" REBAR DOWEL
EPDXIED 6" INTO EXIST.
SLAB (TYP.)
II
INFILL EXIST. WINDOW
w/WOOD FRAMING, SEE
DETAIL C/S-1
yam.
L
L
U
I SIMPSON A34 CLIP
---------'- pEA.
(ENDd(1NAII)S INTO
PROVIDE (1) NEW 2x6 (SYP #2) PLY ON -------------- .-
E.A. SIDE OF EXIST. RAFTER - FASTEN
EA. NEW PLY w/(2) 1 O COMMON NAILS
® 8" o.c. SEE SIMILAR DETAIL B/S-1 ------------------ -
I�
L/NETYPEKEY
- - - - -CONCRETE FOOTING
AL INFILL
-------- NEW FRAMING MEMBER N FOUNDATION & FRA MING PLAN
EXIST. RAFTER (I - ___ - - -
C�
SOILS:
ASSUMED MINIMUM ALLOWABLE SOIL BEARING CAPACITY = 2000 PSF
SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS
DESIGN. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS,
ORGANIC MATERIAL, COHESIVE SOILS OR ANY OTHER DELETERIOUS
MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR
MAXIMUM DRY DENSITY FOR A DEPTH OF 2'-0" BELOW THE BOTTOM OF
THE FOOTING.
FOOTINGS AND FOUNDATIONS:
FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH FBC AND
AS NOTED IN THESE PLANS. WELDED WIRE REINFORCING (WWR): SHALL
BE ASTM A185, FURNISHED IN FLAT SHEETS. THE BOTTOM OF ALL NEW
FOOTINGS SHALL BE MIN. 12" BELOW THE TOP OF THE SURROUNDING
UNDISTURBED FINISHED GRADE.
CONCRETE:
CAST -IN-PLACE CONCRETE: SHALL HAVE A COMPRESSIVE STRENGTH
OF 3000 PSI AT 28 DAYS. CONCRETE AND STEEL REINFORCEMENT
SHALL BE IN ACCORDANCE WITH THE FBC.
PROVIDE (1) NEW 2x6
(SYP #2) PLY ON E.A.
SIDE OF EXIST. RAFTER
- FASTEN EA. NEW PLY
w/(2) 10d COMMON
NAILS ® 8" o.c.
B
S-1
Al
EXIST. CMU
WALL
FASTEN EA. END OF
STUDS w/(3) 10d
COMMON TOE -NAILS (TYP.)-,_
EXIST. OPENING
TO BE INFILLED
(1) J" O x 2j" TAPCON @-
12 o.c. (TYP.)
SIMPSON H3 CLIP
w/(8) 8d NAILS SEE DETAIL D/S-1 FOR
ALLOWABLE "END CUT"
PROVIDE (1) NEW 2x6 (SYP #2)
PLY ON E.A. SIDE OF EXIST. RAFTER -
FASTEN EA. NEW PLY w/(2) 10d -- -----
COMMON NAILS @ 8" o.c.
EXIST. RAFTER _ - EXIST. WALL
I PLATE
OIL T.O. NEW CMU COL.L
TO MATCI�- EXIST. OL.
ELEV. EXIST. BEAM TO
REMAIN
(1) SIMPSON H3 INSTALL LAYER OF GALVANIZED
CLIP w/(8) 8d NAILS FLASHING BTWN. BOTT. OF
EXIST. WOOD BEAM & TOP OF
(2) SIMPSON HETA12 NEW CMU COL. EXIST. EXTERIOR
EMBED STRAPS "WET WALL OF
SET" INTO GROUT RESIDENCE
FILLED CMU -
FASTEN EA. STRAP
TO EXIST. BEAM 8x16 MASONRY CMU
"/(7)l COL. w/(1) #4 BAR
VERT. IN EA. CELL
- GROUT FILL ALL
TOP OF EXIST. NVI,
GRADE
o
--_-- _
#4 x 12" REBAR DOWEL
12" HOOK INTO FTG, EPDXIED 6" INTO EXIST. SLAB
NEW 2' -6"x2' -6"x1'-0" DEEP -J MUVOLUM I ROOFFRAM/NG DETAIL
CONCRETE FOOTING w/(3) #4 BARS A
EA. WAY TOP & BOTT. SCALE: NTS
FASTEN EA. NEW PLY TO RIDGE w/(1)
SIMPSON A34 CLIP w/(8) 8d NAILS
EXIST. RIDGE PROVIDE (1) NEW 2x6 (SYP #2) PLY ON
E.A. SIDE OF EXIST. RAFTER - FASTEN EA.
NEW PLY w/(2) 10d COMMON NAILS @ 8"
O.C.
(1) SIMPSON H3
CLIP w/(8) 8d
NAILS
MATCH EXIST.
_-- OVERHANG
I
EXIST. INTERIOR EXIST. WALL
WALL PLATE
EXIST. EXTERIOR
WALL OF
RESIDENCE
ROOFFRAM/NG DETA/L
SCALE: NTS
OFFICE COPY
MIN. P.T. 2x4 STUD PLATE AROUND
PERIMETER OF OPENING
MIN. 2x4 STUDS
--- @ 116" o.c. (TYP.).-
MIN.
TYP.).--.
WALL LL�11TA/L
U SCALE: NTS
MIN. A APA RATED WALL
SHEATHING - FASTEN w/8d
NAILS ® 6" o.c. EDGES &
FIELD
REVISION
B P# jf pS! al-oc. S
DATE_ / 7 /
SIGNED yh
L
L/3 L/3
�D/3 MAX.
D/3 MAX.
D/6 MAX. NO NOTCHES
PERMITTED D/7MAX.
_
CENTER CUTS
MEMBERS w/4" & GREATER
NOMINAL THICKNESS IS NOT
PERMITTED TO BE NOTCHED
ON THIS (TENSION) SIDE OF
THE MEMBER EXCEPT ® THE
ENDS
L
L/3Ilk L/3
D/4 MAX.
NO NOTCHES
DIlk PERMITTED
D/4 MAX.
END CUTS
2" MIN. -\_BORED HOLE
D D/3 MAX.
2" MIN.
BORED HOLES SHALL NOT
BORED HOLES ,o TVA
(NOTCHING
TIAL BORING
LIMITS 6 h BASED
EDITION ON ,f B E� L OR
ON
PARAGRAPH(s) R502.8.1
A!!S 21 2019
NOTCH &BORE LIMITS FOR SAN4LERnt
SCALE: NTS c�y���`'' =' `-i�, FL
ollod :!"',
■
ALLISON ENGINEERING SERVICES, PLLC
P.O. BOX 8222
JACKSONVILLE, FL 32239-0222
(904)708-0966
FLORIDA COA # 31833
o�
1
REVISIONS
NO. DATE
Al 08.15.19
CONTRACTOR:
VIRTUE CONTRACTING LLC
5960 STATE RD. 16
ST. AUGUSTINE, FL 32092
CRC 1331971
DESIGNED/DRAWN BY:
JA A
DATE:
08.07.19
PROJECT NO.
19-1295
sm I
V
z
LLJ
Z
0
<
V)
Q
C
Q
z
0
LLJ
::2
CN
W
�
C
�
v
J
�
)-
=
U
o
U
IC�_
W
MM
�1
p
U
J
f-
cl:�
Q
I-�-
IJ -
U
Q
c
DESIGNED/DRAWN BY:
JA A
DATE:
08.07.19
PROJECT NO.
19-1295
sm I
V
LLJ
Z
0
<
V)
Q
C
Q
z
0
LLJ
::2
W
�
C
DESIGNED/DRAWN BY:
JA A
DATE:
08.07.19
PROJECT NO.
19-1295
sm I