427 INLAND WAY RESA23-0009 Tillman Residence STRU DWGS_1GENERAL NOTES
EPDXY NOTES
SHEATHING NOTES
1.
CODES USED: 2020 FLORIDA BUILDING CODE, RESIDENTIAL EDITION AND EXISTING BUILDING EDITION, ACI, NDS,
1. ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHER
FOR WALL SHEATHING:
S2.02
APA AND ASCE7-16.
EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPDXY OR EPDXY
1.
FOR STUCCO AND STONE: MIN 32" OSB OR PLYWOOD, SPAN RATING 32/16, INSTALLED
8 FT
9 FT
GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGINEER.
11 FT
VERTICALLY, OR MIN OSB OR PLYWOOD, SPAN RATING 32/16, INSTALLED HORIZONTALLY, TO
2.
THE ALTERATIONS FOUND WITHIN THESE PLANS ARE DESIGNATED ADDITION IN COMPLIANCE WITH SECTION 301.1.2
10 FT
11 FT
16"
WALL FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
OF THE EXISTING BUILDING CODE.
2. MANUFACTURER'S DATA FOR ALL EPDXY AND EPDXY GROUT SHALL BE SUBMITTED TO THE
12
ENGINEER FOR APPROVAL PRIOR TO INSTALLATION. ACCEPTABLE EPDXY PRODUCTS ARE:
2.
FOR ALL OTHER VENEER: MIN 16" OSB OR PLYWOOD, SPAN RATING 24/16, INSTALLED
3.
ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND
ONE
STORY
2X4 NO.2 SPF
VERTICALLY OR HORIZONTALLY, TO WALL FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE,
12
AUTHORITIES HAVING JURISDICTION OVER THE WORK.
HILTI HY150, HILTI HSE2421, SIMPSON STRONG -TIE SET OR APPROVED EQUAL.
12" O.C. IN FIELD (BLOCKED PANEL EDGES) OR 6" O.C. EDGE AND FIELD (UNBLOCKED PANEL
16
16
12
EDGES).
4.
CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING
IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONS
3.
FOR CURVED WALLS: TWO (2) LAYERS OF 4" PLYWOOD. FASTEN WITH 10d NAILS AT 6" O.C. ON
CONSTRUCTION.
AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INSTALL IN
EDGE AND 12" O.0 IN FIELD. OUTER LAYER OF PLYWOOD PANEL EDGES MUST BE LAPPED 24"
ACCORDANCE WITH APPLICABLE SAFETY LAWS.
16
MIN WITH INNER LAYER. SHIM FRAMING AS NEEDED FOR TIGHT FIT.
5.
DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY.
16
16
16
16
DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED OTHERWISE ON THE PLANS.
3. ALL EPDXY AND EPDXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 8,000
FOR ROOF SHEATHING:
2X4 SPF STUD
16
PSI AND TENSILE STRENGTH OF 2,300 PSI.
1.
FOR SHINGLE AND METAL ROOF: MIN 16" OSB OR PLYWOOD, SPAN RATING 24/16, INSTALLED
6.
SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL PROVIDE
12
PERPENDICULAR TO ROOF FRAMING. FASTEN WITH 8d RING SHANK NAILS AT 6" O.C. ON EDGE,
TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT
4. ALL HOLES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8" GREATER THAN THE
16
12" O.C. IN FIELD.
SHALL BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS SPECIFIED WITHIN THESE PLANS. DESIGN OF THIS
DIAMETER OF THE STEEL MEMBER BEING INSTALLED.
2.
FOR TILE ROOF: MIN 32" PLYWOOD, SPAN RATING 32/16, INSTALLED PERPENDICULAR TO ROOF
12
STRUCTURE WAS PERFORMED ASSUMING 2500 PSF SOIL CAPACITY.
FRAMING. FASTEN WITH 8d RING SHANK NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY PRIOR TO
3.
SINGLE CLIP PANEL EDGES. INSTALL PANELS CONTINUOUS OVER TWO OR MORE SPANS WITH
7.
THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS, THE SCOPE OF
INSTALLATION OF EPDXY. HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS
STAGGERED END JOINTS. WHERE PANELS ARE INSTALLED OVER SINGLE SPANS DUE TO FIELD
WORK SPECIFICALLY EXCLUDES ANY AND ALL ARCHITECTURAL, WATERPROOFING, MECHANICAL, PLUMBING OR
LAITANCE, DUST, DIRT, AND OIL.
j 16
CONDITIONS, BLOCK PANELS AT 12" O.C.
16
ELECTRICAL WORK.
16
16
16
16
16
6. CONTRACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE
FOR FLOOR DECKING:
8.
EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL EXISTING/NEW ELEVATIONS
MANUFACTURER FURNISHING THE EPDXY MATERIALS, AND SHALL HAVE NO LESS THAN FIVE
1.
MIN 4" T&G OSB OR PLYWOOD, SPAN RATING 48/24, INSTALLED PERPENDICULAR TO FLOOR
AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND NOTIFY ENGINEER IMMEDIATELY BEFORE BEGINNING
YEARS EXPERIENCE IN THE VARIOUS TYPES OF EPDXY RELATED WORK REQUIRED IN THIS
FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
NEW CONSTRUCTION OF ANY INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN
PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE
2
USE OF APA RATED STURD-I-FLOOR IS ALLOWED WITH A MINIMUM SPAN RATING OF 48/24 AND
CONSTRUCTION DOCUMENTS AND/OR ACTUAL FIELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL
TRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PROPOSAL TO
MINIMUM 4" THICKNESS.
TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER MEASURES
DO THE WORK.
NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING CONSTRUCTION. THE DESIGN
FOR PORCH CEILING SHEATHING:
ADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
CONVENTIONAL FRAMING NOTES
1.
MIN $" OSB OR PLYWOOD, SPAN RATING 24/0, INSTALLED PERPENDICULAR TO CEILING FRAMING.
CONCRETE NOTES
FASTEN WITH 8d NAILS AT 3" O.C. ON EDGE, 12" O.C. IN FIELD.
1. ALL CONVENTIONAL FRAMING LUMBER IS No.2 SYP.
1.
ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH ACI 318, LATEST EDITION, "BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE", AND ACI 301, LATEST EDITION, "SPECIFICATIONS FOR STRUCTURAL
2. ALL RIDGE AND VALLEY BEAM SIZES ARE NOTED ON THE PLANS.
MASONRY
NOTES
CONCRETE".
3. ALL ROOF RAFTER SIZES ARE NOTED ON THE PLANS.
1.
ALL MASONRY WORK SHALL BE IN CONFORMANCE WITH THE LATEST EDITION OF "BUILDING
2.
ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, (145 PCF +/-) ALL CEMENT SHALL CONFORM TO ASTM C150,
CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530) AND THE "SPECIFICATIONS FOR
TYPE 1. MAXIMUM AGGREGATE SIZE SHALL BE %" INCHES FOR FOUNDATIONS, AND Y4" FOR ALL SLABS AND SHALL
4. FASTEN ROOF RAFTERS TO RIDGE BEAMS WITH (4) 16d TOE -NAILS.
MASONRY STRUCTURES" (ACI 530.1) OF THE AMERICAN CONCRETE INSTITUTE.
CONFORM TO ASTM C33.
5. FASTEN ROOF RAFTERS TO BEARING WALLS WITH A SIMPSON H2.5A WITH (5) 8d NAILS INTO THE
2.
CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT WITH A MIN. NET COMPRESSIVE
3.
MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS.
RAFTER AND (5) 8d NAILS INTO THE TOP PLATE.
STRENGTH OF 1500 PSI, HOLLOW, LOAD-BEARING UNITS. CONFORMING TO ASTM C90, TYPE N -II
4.
4" 3000PSI CONCRETE SLAB WITH 6X6 W1.4 X W1.4 WWM OR 1/2" FIBERMESH OVER A 6 MIL. VAPOR BARRIER AND
6. FASTEN ROOF RAFTERS TO SLEEPER WITH SIMPSON H3 WITH (5) 8d NAILS INTO THE RAFTER
3.
MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S. ALL PORTLAND CEMENT SHALL
TERMITE TREATED SOIL.
AND (5) 8d NAILS INTO THE SLEEPER.
CONFORM TO ASTM C150 TYPE I. LIME SHALL CONFORM TO ASTM C207. ALL MASONRY CEMENT
SHALL CONFORM TO ASTM C91. THICKNESS OF MORTAR SHALL NOT EXCEED 5%". FULL BEAD
5.
THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY
7. FASTEN HEEL OF RAFTER TO CEILING JOIST WITH (4) 16d NAILS.
AND HEAD JOINTS SHALL BE USED.
OTHER DELETERIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY
FOR TWO FEET BELOW THE BOTTOM OF THE FOOTING.
8. HIP RIDGE BEAMS TO HORIZONTAL RIDGE BEAM WITH SIMPSON A35 WITH (12) 8dX1-1/2" NAILS.
4.
MASONRY GROUT SHALL CONFORM TO ASTM C476. f'c OF GROUT SHALL BE 3000 PSI MIN. THE
MAXIMUM AGGREGATE SIZE SHALL BE Y" GRADED TO PRODUCE FINE GROUT IN CONFORMANCE
6.
ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM -A615. ALL CONCRETE
9. FASTEN RIDGE/VALLEY BEAM TO WALL WITH (1) MSTA24 WITH (11) 10d NAILS IN VALLEY BEAM,
WITH ASTM C476 AND C404. SLUMP OF GROUT SHALL BE 8 TO 10 INCHES.
REINFORCEMENT SHALL BE FABRICATED, INSTALLED, SUPPORTED AND SPACED IN FORMS AND SECURED IN PLACE
(11) INTO STUD BELOW.
IN ACCORDANCE WITH ACI 315, "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT".
5.
MASONRY WALL REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60. PROVIDE 48 BAR DIA
10. 2X6 No.2 SYP COLLAR TIES TO BE APPLIED. FASTEN EACH END WITH (6) 16d NAILS. BOTTOM OF
LAP ON ALL SPLICES. PROVIDE BAR SPACERS AS REQUIRED TO PROPERLY LOCATE
7.
CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS, PIPE SLEEVES, ETC., AS REQUIRED FOR
COLLAR TIES TO BE NO LOWER THAN 1/3 THE DISTANCE FROM THE TOP PLATE TO THE PEAK.
REINFORCING IN CELLS.
MECHANICAL TRADES BEFORE CONCRETE IS PLACED.
11. ALL SLEEPERS ARE FASTENED TO EXISTING FRAMING WITH (4) 16d NAILS AT EACH
6.
THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING OF ALL MASONRY
8.
VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", WHICHEVER IS
INTERSECTION OF SLEEPER AND EXISTING FRAMING.
CONSTRUCTION TO RESIST WIND, BACKFILLING, SOIL COMPACTION AND OTHER NATURAL AND
GREATER.
CONSTRUCTION FORCES OCCURRING DURING CONSTRUCTION. THE BRACING SHALL REMAIN IN
12. KNEE WALL: 2X STUDS AT 16" O.C. FASTEN TO TOP PLATE ABOVE AND EXISTING TOP PLATE
PLACE UNTIL THE STRUCTURE IS COMPLETE.
9.
CORNER REINFORCEMENT SHALL BE LAPPED 25".
BELOW WITH (2) 10d TOE -NAILS. FASTEN STUDS TO EXISTING STUDS BELOW WITH MSTA24 AT 16"
O.C., ALTERNATING EACH FACE OF THE WALL.
7.
HORIZONTAL JOINT REINFORCING SHALL BE USED FOR ALL MASONRY CONSTRUCTION. AND
10.
REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS;
SHALL CONSIST OF 9 GAGE, GALVANIZED, LADDER TYPE REINFORCING CONFORMING TO ASTM
10.1.
3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH
A82, SPACED AT 16" O.C. VERTICAL MAX.
10.2.
2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER
SLEEPER
10.3.
1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY REINFORCEMENT.
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
11.
ONLY DIMENSIONS FOUND ON THE FOUNDATION PLAN BY ALEXANDER GRACE CONSULTING, INC., SHOULD BE USED
ROOF RAFTER
MATERIAL DELETERIOUS TO MASONRY GROUT. INSTALL AND SECURELY TIE THE VERTICAL
FOR FOUNDATION CONSTRUCTION. IF DIMENSIONS CAN NOT BE DETERMINED FROM FOUNDATION PLAN, CONTACT
STEEL REINFORCEMENT TOGETHER. CLOSE THE OPENING AFTER INSPECTION.
THE ENGINEER OF RECORD.
OVER FRAME RAFTER
9.
ALL MASONRY WALLS SHALL BE SECURELY BRACED UNTIL FLOOR OR ROOF SYSTEM HAS BEEN
12.
STEM WALL TO BE A MAXIMUM OF SIX (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEM WALL WILL
INSTALLED AND HAS BECOME CAPABLE OF STABILIZING THE WALLS. REINFORCED MASONRY
EXCEED SIX (6) COURSES IN HEIGHT.
RIDGE BEAM
UNITS SHALL BE FILLED SOLID WITH 3000 PSI GROUT AS INDICATED ON PLANS.
13.
WHERE THREADED RODS ARE EMBEDDED 12" INTO STEM WALLS, THE TOP TWO COURSES OF STEM WALL MUST BE
10.
CASTCRETE PRECAST LINTELS TO BE USED OVER ALL OPENINGS, UNO. SEE PLAN FOR SIZE AND
FILLED.
CEILING JOIST
REINFORCEMENT.
FRAMING NOTES
1.
DESIGN OF WOOD COMPONENTS IN THIS STRUCTURE IS BASED ON THE 2020 FLORIDA BUILDING CODE, AND THE
KNEE WALL
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION.
2.
DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS SHEET.
(2) 2x4 SYP COLUMN FOR RIDGE/VALLEY BEAM SUPPORT, FASTENED
3.
ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPSON. ALTERNATE CONNECTORS ARE ACCEPTABLE PROVIDED
TOGETHER WITH (1) ROW OF 8d NAILS AT 12" O.C. FASTEN RAFTER TO
•
EQUAL OR GREATER CAPACITIES ARE ACHIEVED. CONTACT ENGINEER OF RECORD IF EQUAL CAPACITIES ARE NOT
COLUMN WITH 18 GA STRAP WITH (9) 8d NAILS IN RAFTER, (9) 8d NAILS IN
APPARENT.
COLUMN. FASTEN COLUMN TO TOP PLATE OR HEADER WITH 18 GA STRAP
WITH (9) 8d NAILS IN COLUMN, (9) 8d NAILS IN TOP PLATE/HEADER.
4.
ALL WOOD DIRECTLY EXPOSED TO CONCRETE, MASONRY OR SOIL SHALL BE PRESSURE TREATED.
5.
ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED.
LOAD TABLE COMPONENT AND CLADDING_
6.
NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED.
DESIGN PRESSURES
ROOF:
7.
DIMENSION LUMBER
LIVE LOAD: 20.0 PSF
7.1.
ALL MEMBER SIZES GIVEN IN THE DRAWINGS ARE NOMINAL DIMENSIONS
DEAD LOAD: 7.0 PSF
EFFECTIVE
END ZONES, PSF
INTERIOR ZONES,
7.2.
WHERE POSTS ARE CALLED OUT, HEADERS SHALL BEAR FULLY ON POSTS.
AREA, SF
PSF
7.3.
ALL BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMBERS SHALL BE FRAMED WITH SIMPSON
CEILING:
STRONG -TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF RECORD. THE JOIST HANGERS
LIVE LOAD: 0.0 PSF
0-20
24.4
-32.0
24.4
-26.6
SHALL BE NAILED WITH NAILS MEETING THE DIAMETER AND LENGTH PER THE DETAILS.
LIVE LOAD -STORAGE: 30.0 PSF
DEAD LOAD: 5.0 PSF
20-50
22.9
-28.8
22.9
-25.3
8.
ALL NAILS SHALL BE COMMON NAILS, UNLESS OTHERWISE NOTED. NAIL SIZES ARE DEFINED BELOW:
FLOOR:
50-100
21.6
-27.2
21.6
-24.0
8d = 0.131" x 2-1/2"
LIVE LOAD: 40.0 PSF
10d = 0.148" x 3"
DEAD LOAD: 10.0 PSF
100-200
20.8
-24.4
20.8
-22.9
DECK LIVE LOAD- 50 0 PSF
12d = 0.148 x 3-1/4
16d = 0.162" x 3-1/2"
WIND LOADS:
9. WHERE FRAMING DETAILS SHOW FOOTINGS, SEE FOOTING DETAILS ON THE FOUNDATION PLAN AND/OR THE WIND SPEED: 130 MPH
FOOTING DETAILS SHEET. EXPOSURE: C
IMPORTANCE: 1.0
10. CONVENTIONAL FRAMING LUMBER IS 2x No.2 SYP UNLESS NOTED OTHERWISE. BUILDING CATEGORY: II
ENCLOSED BUILDING:
INTERIOR PRESSURE
COEFFICIENT: 0.18
ROOF PITCH: MATCH EXISTING
EXTERIOR WALL STUD SPACING
S0.01
S1.01
BRITTLE FINISH
FLEXIBLE FINISH
S2.02
WALL HEIGHT (L/360)
WALL HEIGHT (L/120)
BEARING
CONDITION
STUD SIZE AND GRADE
8 FT
9 FT
10 FT
11 FT
12 FT
8 FT
9 FT
10 FT
11 FT
12 FT
2X4 SPF STUD
16
12
16
16
ONE
STORY
2X4 NO.2 SPF
16
12
16
16
16
12
2X6 SPF STUD GRD OR NO.2
16
16
16
16
16
16
16
16
16
16
2X4 SPF STUD
16
12
16
12
TWO
STORY
2X4 NO.2 SPF
16
12
16
16
12
2X6 SPF STUD GRD OR N0.2
16
j 16
16
16
16
16
16
16
16
16
1. ALL NON -CORNER STUDS LOCATED IN WALL END ZONES TO BE DOUBLED, FASTEN STUDS TOGETHER
WITH 12d COMMONS AT 8" O.C.
2. NON-BEARING WALLS MAY BE FRAMED WITH 2X STUDS AT 24" O.C. MAX.
SHEET INDEX
S0.01
S1.01
COVER PAGE/GENERAL NOTES
FOUNDATION PLAN AND DETAILS
FIRST LEVEL FRAMING PLAN
AND DETAILS
ROOF FRAMING PLAN AND DETAILS
FRAMING DETAILS
S2.01
S2.02
S3.01
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NOTE: ALL DIMENSIONES TO BE VERIFIED ON
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. 4 FWl
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
3/4" = 1'-0"
FIELD
DETERMINED
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12" #5 REINFORCEMENT BARS AT
48" O.C. MAX
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EXISTING STEM WALL.
SECTION AT EXISTING
3/4" = V-0"
6X6 PT NO.2 SYP. ABU66, $"X8"
ANCHOR.
EXISTING PAVERS REMOVED AND
REPLACED AFTER FOOTINGS
INSTALLED.
10"X10"X8" PEDESTAL UNDER
POST.
(2) 12"X7" #5 L -BARS INTO
PEDESTAL.
24"X24"X12" FOOTING WITH (3) #5
BARS EACH WAY
FOOTING TO BEAR ON FIRM
UNDISTURBED SOIL.
(:3))PIER FOOTING
11.= 1'-0"
THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY GEOFF GARTNER, PE, USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED WITHOUT THIS STATEMENT. (FAC 61G15 -23.005(D) & 61G1-16.005).
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FRAMING NOTES AND LEGEND
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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 z
3.5") COMMON NAILS AT 12" ON CENTER. SEE THE HEADER DETAIL FOR
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SEE ARCH. FOR CMU ❑ NUMBER OF KING STUDS
PLATE HEIGHTS.
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ABBREVIATIONS:
REF lb
° ICR INTERMEDIATE CRIPPLES REQUIRED. FASTEN EACH END OF
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O.C. ON CENTER. Lij
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WITHIN 12" OF BEARING, NO LTT20B IS REQUIRED. IN MULTI-STORY — Q
2 APPLICATIONS, ADD BLOCKING BETWEEN FLOOR SYSTEM AS
S3.01 NEEDED.
PLACE 6x6 POST UNDER BEAM BEARING. FASTEN BEAM TO POST
❑B WITH (2) MSTA24. FASTEN POST TO FOOTING/CMU WALL WITH
o ABU66. USE 10d NAILS IN ALL HOLES.
❑SEE SHEATHING NOTES FOR PORCH CEILING SHEATHING
SPECIFICATIONS.
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THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY GEOFF GARTNER, PE, USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED WITHOUT THIS STATEMENT. (FAC 61G15-23.005(D) & 61G1-16.005).
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t\ SEE SPAN TABLE ON THIS PAGE FOR RAFTER
AND JOIST SIZES AND SPACING.
• \C\OMMON AND HIP RIDGE BEAMS ARE ONE
NOMINAL SIZE LARGER THAN THE RAFTERS,
UNLESS NOTED OTHERWISE.
• SLEE ERS ARE ONE NOMINAL SIZE LARGER
THAN SUPPORTED RAFTERS.
• ,25( LEDGERS, SAME SIZE AS ATTACHED RAFTER.
SEE CONVENTIONAL FRAMING NOTES FOR
FASTENING SPECIFICATIONS.
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FIRST LEVEL FLOOR FRAMING 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"
CONVENTIONAL FRAMING - CEILING
10 PSF LIVE LOAD, 5 PSF DEAD LOAD
1.00 DURATION FACTOR
GRADE,
SYP
No.1
No.2
SPACING
16"
24"
16"
24"
2x4
11'-3"
9'-10"
10'-9"
9'-3"
2x6
17'-8"
15-6"
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. SEE THE HEADER DETAIL FOR
FASTENING SPECIFICATIONS.
HEADER NOTATION IS:
NUMBER OF PLIES IN HEADER
NUMBER OF KING STUDS
(2),2x6,2:1
L
2),2x6,2:1}
L NUMBER OF CRIPPLE STUDS
SIZE OF DIMENSIONAL LUMBER
PORCH/GLULAM BEAM
ABBREVIATIONS:
ICR INTERMEDIATE CRIPPLES REQUIRED. FASTEN EACH END OF
CRIPPLE WITH SDWC15600 SCREWS.
LVL 1.75" WIDE 2.0E TRUSJOIST 2.0E MICROLAM LVL OR EQUIVALENT
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.
LINO UNLESS NOTED OTHERWISE.
CANT CANTILEVER
THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY GEOFF GARTNER, PE, USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED WITHOUT THIS STATEMENT. (FAC 61G15 -23.005(D) & 61G1-16.005).
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Sheet No.
S2.02
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TOP PLATE TO HEADER:
SSP OR SDWC15600 AT 16"
O.C.
EXISTING TOP PLATE TO
REMAIN.
KING STUDS TO TOP AND
BOTTOM PLATE WITH SSP OR
SDWC15600.
NEW HEADER. SEE PLAN FOR
SIZE, KINGS AND CRIPPLES.
CRIPPLES TO HEADER:
MSTA18 WITH (6) 10d IN
HEADER, (8) 10d IN CRIPPLE
OPENING BUCKS AS NEEDED,
FASTEN AT ENDS WITH (3) 10d
TOE -NAILS.
CRIPPLES/KING TO BOTTOM
PLATE WITH SSP OR
SDWC15450.
1/2"X6" TITEN HD SCREWS NO
FURTHER THAN 3" AWAY
FROM CRIPPLE STUDS.
EXISTING FOOTING TO
REMAIN
HEADER FRAMING DETAIL
3/4 = V-0"
WATERPROOFING BY OTHERS
LINTEL OVER OPENING.
SEE PLAN.
2x No.2 PT SYP WINDOW BUCKS
FASTENED TO ALL SIDES OF
OPENING WITH SIMPSON 1/4"x3"
TITEN SCREWS AT 12" O.C. ALL
SIDES OF OPENING.
FILL ALL CELLS ADJACENT TO
OPENINGS WITH 3000 PSI
CONCRETE AND (1) #4 BAR. BEND
INTO TOP COURSE BOND BEAM 12".
e a A SEE FOUNDATION PLAN FOR
FOOTING SPECIFICATIONS.
IIIIIIIIIIIIIIIIIIIII—III IIII 1I-
6 TYPICAL MASONRY OPENING
3/4" = 1'-0"
2 WALL FILL DETAIL
3/4 l' -O"
EXISTING TOP PLATE AND
WALL FRAMING.
EXISTING HEADER
FILL OPENINGS WITH 2X4
NO.2 SPF STUDS AT 16" O.C.
FASTEN TO
HEADER/FRAMING ABOVE
AND BOTTOM PLATE BELOW
WITH (4) 10d TOE -NAILS.
WHERE DOORS/WINDOWS
EXIST, USE 2X4 BUCK.
FASTEN EACH END WITH (4)
10d TOE -NAILS.
2X4 PT NO.2 SYP BOTTOM
PLATE. FASTEN TO FLOOR
FILL WITH (2) NEW
RAISE FLOOR WITH 2X RIPPED AS
NEEDED AND DECKED WITH 3/4"
PLYWOOD, FASTENED WITH 8d NAILS
AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
EXISTING FLOOR SYSTEM
SEE SHEATHING NOTES.
SEE CONVENTIONAL FRAMING NOTES
FOR RAFTER TO TOP PLATE FASTENING.
PORCH BEAM. SEE PLAN.
3 RAFTER TO BEAM
3/4" = 1'-0"
SEE SHEATHING NOTES.
SEE CONVENTIONAL FRAMING NOTES
FOR RAFTER TO TOP PLATE FASTENING.
(2) 2x4 NO. 2 SYP TOP PLATE FASTENED
WITH (2) ROWS 10d AT 16" O.C.
STAGGERED. MINIMUM 24" LAP WITH (12)
10d IN LAP.
KNEE WALL: SEE CONVENTIONAL
FRAMING NOTES.
4 RAFTER TO WALL
3/4 = l' -O"
5 TYPICAL
3/4" = 1'-0"
7/16" OSB ROOF DECK FASTENED TO
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CELLS VERTICALLY AT 4'-0" O.C. WITH 3000
PSI CONCRETE AND (1) #5 BAR, UNO.
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SEE FOUNDATION PLAN FOR
SPECIFICATIONS AND DETAILS.
WALL SECTION
THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY GEOFF GARTNER, PE, USING A DIGITAL SIGNATURE. PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED WITHOUT THIS STATEMENT. (FAC 61G15 -23.005(D) & 61G1-16.005).
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