890 SEMINOLE RD - TRUSS REDO DRAWINGSGENERAL NOTES
S0.01
S1.01
EPDXY NOTES
1. CODES USED: 2017 FLORIDA BUILDING CODE, RESIDENTIAL EDITION AND EX
STING BUILDING
1. ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR', HANDRAILS, AND OTHER
EDITION, ACI, NDS, APA AND ASCE7-10.
130 MPH
EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPDXY OR EPDXY
C
CEILING:
GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGINEER.
2. THE ALTERATIONS FOUND WITHIN THESE PLANS ARE DESIGNATED LEVEL 2
kLTERATIONS IN
LIVE LOAD:
COMPLIANCE WITH SECTION 301.1.2 OF THE EXISTING BUILDING CODE.
INTERIOR PRESSURE
2. MANUFACTURER'S DATA FOR ALL EPDXY AND EPDXY GROUT SHALL BE SUBMITTED TO THE
LIVE LOAD -STORAGE:
30.0 PSF
ENGINEER FOR APPROVAL PRIOR TO INSTALLATION. ACCEPTABLE EPDXY PRODUCTS ARE:
3. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE
ITH APPLICABLE
5.0 PSF
CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK.
HILTI HY150, HILTI HSE2421, SIMPSON STRONG -TIE SET OR APPROVED EQUAL.
4. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB
SITE PRIOR TO
IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONS
COMMENCING CONSTRUCTION.
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AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INSTALL IN
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LIVE LOAD:
ACCORDANCE WITH APPLICABLE SAFETY LAWS.
5. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPIC
L DETAILS FOR
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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.
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PSI AND TENSILE STRENGTH OF 2,300 PSI.
6. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF TF
IS DESIGN. THE
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
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DESIGN IS SPECIFIED WITHIN THESE PLANS. DESIGN OF THIS STRUCTURE
AS PERFORMED
5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND
SHALL BE DRY PRIOR TO
ASSUMING 2500 PSF SOIL CAPACITY.
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INSTALLATION OF EPDXY. HOLES SHALL BE FREE OF ALL DELET
RIOUS MATERIAL SUCH AS
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LAITANCE, DUST, DIRT, AND OIL.
7. THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN
ON THESE PLANS,
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THE SCOPE OF WORK SPECIFICALLY EXCLUDES ANY AND ALL
ARCHITECTURAL,
6. CONTRACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE
WATERPROOFING, MECHANICAL, PLUMBING OR ELECTRICAL WORK.
MANUFACTURER FURNISHING THE EPDXY MATERIALS, AND SHALU HAVE NO LESS THAN FIVE
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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
PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE
EXISTING/NEW ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES,
AND
TRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PROPOSAL TO
NOTIFY ENGINEER IMMEDIATELY BEFORE BEGINNING NEW CONSTRU
TION OF ANY
DO THE WORK.
INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN
CONSTRUCTION
DOCUMENTS AND/OR ACTUAL FIELD CONDITIONS. THE CONTRACTOR SHALL
PROVIDE ALL
SHEATHING NOTES
TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH 1
EMS OR OTHER
❑
MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL
DURING
FOR WALL SHEATHING:
CONSTRUCTION. THE DESIGN ADEQUACY AND SAFETY OF ABOVE ITEMS
ARE THE SOLE
1. FOR STUCCO AND STONE: MIN ?" OSB OR PLYWOOD, SPAN RATING 32/16, INSTALLED
RESPONSIBILITY OF THE CONTRACTOR.
VERTICALLY, OR MIN 16" OSB OR PLYWOOD, SPAN RATING 32/16, INSTALLED HORIZONTALLY, TO
CONCRETE N
WALL FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
2. FOR ALL OTHER VENEER: MIN 16" OSB OR PLYWOOD, SPAN RATING 24/16, INSTALLED
1. ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH
ACI 318, LATEST
VERTICALLY OR HORIZONTALLY, TO WALL FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE,
EDITION, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", AND
ACI 301, LATEST
12" O.C. IN FIELD (BLOCKED PANEL EDGES) OR 6" O.C. EDGE AND FIELD (UNBLOCKED PANEL
EDITION, "SPECIFICATIONS FOR STRUCTURAL CONCRETE".
EDGES).
2. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, (145 PCF +/-) ALL
CEMENT SHALL
3. FOR CURVED WALLS: TWO (2) LAYERS OF 4" PLYWOOD. FASTEN WITH 10d NAILS AT 6" O.C. ON
EDGE AND 12" O.0 IN FIELD. OUTER LAYER OF PLYWOOD PANEL EDGES MUST BE LAPPED 24"
CONFORM TO ASTM C150, TYPE 1. MAXIMUM AGGREGATE SIZE SHALL BE
Yz" INCHES FOR
MIN WITH INNER LAYER. SHIM FRAMING AS NEEDED FOR TIGHT FIT.
FOUNDATIONS, AND Y4" FOR ALL SLABS AND SHALL CONFORM TO ASTM C33.
FOR ROOF SHEATHING:
3. MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI
AT 28 DAYS.
1. FOR SHINGLE AND METAL ROOF: MIN 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.
16"
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.
2. FOR TILE ROOF: MIN �" PLYWOOD, SPAN RATING 32/16, INSTALLED
PERPENDICULAR TO ROOF
5. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORG
NIC 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 CON
PACTED TO 95%
3. SINGLE CLIP PANEL EDGES. INSTALL PANELS CONTINUOUS OVER TWO OR MORE SPANS WITH
MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR TWO FEET BELOW THE E
OTTOM OF THE
STAGGERED END JOINTS. WHERE PANELS ARE INSTALLED OVER SINGLE SPANS DUE TO FIELD
FOOTING.
CONDITIONS, BLOCK PANELS AT 12" O.C.
6. ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO
ASTM -A615. ALL
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 F�ERPENDICULAR
TO FLOOR
FORMS AND SECURED IN PLACE IN ACCORDANCE WITH ACI 315, "DETAILS AND
DETAILING OF
FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIEIIIII.D.
CONCRETE REINFORCEMENT".
2. USE OF APA RATED STURD-I-FLOOR IS ALLOWED WITH A MINIMUM SPAN RATING OF 48/24 AND
MINIMUM J" THICKNESS.
7. CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS, PIP
SLEEVES, ETC.,
AS REQUIRED FOR MECHANICAL TRADES BEFORE CONCRETE IS PLACED.
FOR PORCH CEILING SHEATHING:
1. MIN 8" OSB OR PLYWOOD, SPAN RATING 24/0, INSTALLED PERPENDICULAR TO CEILING FRAMING.
8. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS
OR 24",
FASTEN WITH 8d NAILS AT 3" O.C. ON EDGE, 12" O.C. IN FIELD.
WHICHEVER IS GREATER.
9. CORNER REINFORCEMENT SHALL BE LAPPED 25".
MASONRY NOTES
10. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS;
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 PRI
ARY
REINFORCEMENT.
2. CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT WITH
MIN. NET COMPRESSIVE
STRENGTH OF 1500 PSI, HOLLOW, LOAD-BEARING UNITS. CONFORMI
G TO ASTM C90, TYPE N -II
11. ONLY DIMENSIONS FOUND ON THE FOUNDATION PLAN 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 C1207. ALL MASONRY CEMENT
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.
4. MASONRY GROUT SHALL CONFORM TO ASTM C476. fc OF GROUTHALL
BE 3000 PSI MIN. THE
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13. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEM WALLS, THE TOP TWO
COURSES OF
MAXIMUM AGGREGATE SIZE SHALL BE %" GRADED TO PRODUCE FIN
GROUT IN CONFORMANCE
STEM WALL MUST BE FILLED.
WITH ASTM C476 AND C404. SLUMP OF GROUT SHALL BE 8 TO 10 INCHES.
FRAMING NOTES
NG TO A615, BAR DIA
5 MASONRLAP D E 60. PROVIDE B
BARBARNFORM
ONYALLLSPLICES.R PROVIDESPACERSASTM
AS REQUIRED TO PROPERLY LOCATE
1. DESIGN OF WOOD COMPONENTS IN THIS STRUCTURE IS BASED ON THE 2017 F
ORIDA BUILDING
REINFORCING IN CELLS.
CODE, RESIDENTIAL EDITION AND THE NATIONAL DESIGN SPECIFICATION
FOR WOOD
CONSTRUCTION.
6. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BND
CING OF ALL MASONRY
CONSTRUCTION TO RESIST WIND, BACKFILLING, SOIL COMPACTION
A OTHER NATURAL AND
2. DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS
SHEET.
CONSTRUCTION FORCES OCCURRING DURING CONSTRUCTION. THE BRACING SHALL REMAIN IN
PLACE UNTIL THE STRUCTURE IS COMPLETE.
3. ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPSON. ALTERNATE C
NNECTORS ARE
ACCEPTABLE PROVIDED EQUAL OR GREATER CAPACITIES ARE ACHIEVED. CONTACT
ENGINEER
7 HORIZONTAL JOINT REINFORCING SHALL BE USED FOR ALL MASONRY CONSTRUCTION.
OF RECORD IF EQUAL CAPACITIES ARE NOT APPARENT.
AND
SHALL CONSIST OF 9 GAGE, GALVANIZED, LADDER TYPE REINFORCING CONFORMING TO ASTM
A82, SPACED AT 16" O.C. VERTICAL MAX.
4. ALL WOOD DIRECTLY EXPOSED TO CONCRETE, MASONRY OR SOIL SHALL
BE PRESSURE
TREATED.
8. WHEN GROUT POURS EXCEED 5 FEET IN HEIGHT, PROVIDE A CLEANiOUT HOLE AT THE BOTTOM
CELL. CLEAN THE CELL BY REMOVING ALL MORTAR, DEBRIS, LOOSE AGGREGATES AND ANY
5. ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED.
MATERIAL DELETERIOUS TO MASONRY GROUT. INSTALL AND SECURELY TIE THE VERTICAL
STEEL REINFORCEMENT TOGETHER. CLOSE THE OPENING AFTER INSPECTION.
6. NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED.
9. ALL MASONRY WALLS SHALL BE SECURELY BRACED UNTIL FLOOR O
ROOF SYSTEM HAS BEEN
7. DIMENSION LUMBER
INSTALLED AND HAS BECOME CAPABLE OF STABILIZING THE WALLS. REINFORCED MASONRY
7.1. ALL MEMBER SIZES GIVEN IN THE DRAWINGS ARE NOMINAL DIMENSIONS
UNITS SHALL BE FILLED SOLID WITH 3000 PSI GROUT AS INDICATED ON PLANS.
7.2. WHERE POSTS ARE CALLED OUT, HEADERS SHALL BEAR FULLY ON POSTS.
7.3. ALL BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMBERS SHALL BE
FRAMED WITH
10. CASTCRETE PRECAST LINTELS TO BE USED OVER ALL OPENINGS, UNO. SEE PLAN FOR SIZE AND
SIMPSON STRONG -TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER
OF
REINFORCEMENT.
RECORD. THE JOIST HANGERS SHALL BE NAILED WITH NAILS MEETING THE
DIAMETER AND
LENGTH PER THE DETAILS.
LOAD TABLE COMPONENT ANBD CLADDING
8. ALL NAILS SHALL BE COMMON NAILS, UNLESS OTHERWISE NOTED. NAIL SIZ
S ARE DEFINED
DESIGN PRESSURES
BELOW:
ROOF:
LIVE LOAD: 20 0 PSF
8d = 0.131" x 2-1/2"
S0.01
S1.01
DEAD LOAD:
7.0 PSF
10d = 0.148"x 3"
-
WIND SPEED:
130 MPH
12d = 0.148" x 3-1/4"
C
CEILING:
1.0
16d = 0.162" x 3-1/2"
II
LIVE LOAD:
10.0 PSF
INTERIOR PRESSURE
21.6
LIVE LOAD -STORAGE:
30.0 PSF
9. WHERE FRAMING DETAILS SHOW FOOTINGS, SEE FOOTING DETAILS ON THE F
UNDATION PLAN
DEAD LOAD:
5.0 PSF
AND/OR THE FOOTING DETAILS SHEET.
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FLOOR:
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10. CONVENTIONAL FRAMING LUMBER IS 2x No.2 SYP UNLESS NOTED OTHERWISE.
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LIVE LOAD:
40.0 PSF
SHEET INDEX
S0.01
S1.01
COVER PAGE/GENERAL NOTES
FRAMING PLAN AND DETAILS
DEAD LOAD:
10.0 PSF
DECK LIVE LOAD:
50.0 PSF
WIND LOADS:
-
WIND SPEED:
130 MPH
EXPOSURE:
C
IMPORTANCE:
1.0
BUILDING CATEGORY:
II
ENCLOSED BUILDING:
21.6
INTERIOR PRESSURE
21.6
COEFFICIENT:
0.18
ROOF PITCH: MATCH EXISTING
EFFECTIVE
AREA,SF
END ZONES, IDISF
INTERIOR ZONES,
PSF
0-20
24.4
-
.0
24.4
-26.6
20-50
22.9
-28.8
22.9
-25.3
50-100
21.6
-217.2
21.6
-24.0
100-200
20.8
-24.4
20.8
-22.9
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OFFICE COPY
REVIEWED FOR CODE COMPLIANCE
CITY OF ATLANTIC BEACH
SEE PERMITS FOR ADDITIONAL
REQUIREMENTS AND CONDITIONS
REVIEWED BY: / i DATE: - 5 !
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MAIN RESIDE
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GARAGE
PORCH
FIRST LEVEL WALL PLAN
1/4" = 1'-0"
CONVENTIONAL FRAMING - ROOF
20 PSF LIVE LOAD, 10 PSF DEAD LOAD
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'-6"
2x12
26'-0"
22'-6"
23'-10"
19'-6"
OVERIFY OR PLACE STUD GROUP UNDER BEAM BEARING. NUMBER OF
A STUDS EQUALS THAT OF BEAM PLY, MIN 2 STUDS. FASTEN BEAM TO
STUD GROUP WITH (1) MSTA24. FASTEN STUD GROUP TO PIER WITH
LTT20B. USE 10d NAILS IN ALL HOLES.
PLACE STUD GROUP UNDER BEAM BEARING. NUMBER OF STUDS
EQUALS THAT OF BEAM PLY, MIN 2 STUDS. FASTEN BEAM TO
aJ �� HEADER WITH (1) MSTA24.
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WITH (2) 10d NAILS.
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REMOVE UNUSED TRUSS MEMBERS
ONLY AFTER NEW RIDGE AND
RAFTERS ARE FULLY INSTALLED.
� OOF SECTION
MAX FIVE COURSES TALL.
8"X8" CMU PIER. FILL CELLS
WITH 3000 psi CONCRETE AND
#5 VERTICAL BAR
VERTICAL REINFORCEMENT TO
HAVE 12" BEND AT BOTTOM AND
BE EMBEDDED 4" INTO TOP
COURSE.
30"X30"X12" FOOTING WITH (3)
#5 BARS EACH WAY
FOOTING TO BEAR ON FIRM
UNDISTURBED SOIL.
&-3 ER FOOTING
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OVERIFY OR PLACE STUD GROUP UNDER BEAM BEARING. NUMBER OF
A STUDS EQUALS THAT OF BEAM PLY, MIN 2 STUDS. FASTEN BEAM TO
STUD GROUP WITH (1) MSTA24. FASTEN STUD GROUP TO PIER WITH
LTT20B. USE 10d NAILS IN ALL HOLES.
PLACE STUD GROUP UNDER BEAM BEARING. NUMBER OF STUDS
EQUALS THAT OF BEAM PLY, MIN 2 STUDS. FASTEN BEAM TO
aJ �� HEADER WITH (1) MSTA24.
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-----------------------
REMOVE UNUSED TRUSS MEMBERS
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MAX FIVE COURSES TALL.
8"X8" CMU PIER. FILL CELLS
WITH 3000 psi CONCRETE AND
#5 VERTICAL BAR
VERTICAL REINFORCEMENT TO
HAVE 12" BEND AT BOTTOM AND
BE EMBEDDED 4" INTO TOP
COURSE.
30"X30"X12" FOOTING WITH (3)
#5 BARS EACH WAY
FOOTING TO BEAR ON FIRM
UNDISTURBED SOIL.
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RAFTER TO EXISTING
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