1551 OCEAN BLVD - STRU. DRAWINGSGENERAL NOTES ALL -THREAD NOTES
1. CODE 4' USED: 2017 FLORIDA BUILDING CODE, RESIDENTIAL EDITION, ACI, NDS, APA AND 1. ALL -THREAD CONNECTORS TO BE 3/8" DIAMETER BARS PLACED AT 4' O.C. IN ALL BEARING
ASCE?-10. WALLS, UNLESS NOTED OTHERWISE ON PLANS.
2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE 2. ALL -THREAD USED IN SHEARWALL AND HIGH UPLIFT TRUSS HOLD-DOWN APPLICATIONS MAY BE
CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK. COUNTED AS PART OF THE DESIGNATED O.C. SPACING.
3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO 3. PLACE ALL -THREAD RODS WITHIN 6" TO 10" OF EACH CORNER AND AT �ACH INTERSECTION OF
COMMENCING CONSTRUCTION. BEARING WALLS. RECOMMENDED INSTALLATION SEQUENCE IS:
4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR
THIS JOB ONLY. DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED
OTHERWISE ON THE PLANS.
5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THI DESIGN. THE
OWNER SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFA E CONDITIONS.
SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT
DESIGN IS SPECIFIED WITHIN THESE PLANS. DESIGN OF THIS STRUCTURE WAS PERFORMED
ASSUMING 2500 PSF SOIL CAPACITY.
A. PLACE SHEARWALL RODS (SPECIFIED ON PLANS)
B. PLACE HIGH UPLIFT RODS (SPECIFIED ON PLANS)
C. PLACE CORNER RODS
D. PLACE ALL OTHER RODS.
4. ALL -THREAD SHALL BE DRILLED AND EPDXIED INTO FOOTING WITH SE.TAILS. PSON SET EPDXY
SYSTEM, OR APPROVED EQUIVALENT. ALL -THREAD EMBEDMENTS FOSHEAR WALLS AND HIGH
UPLIFT TRUSS CONNECTIONS ARE SPECIFIED IN THEIR RESPECTIVE
6. THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS, 5. WHERE NECESSARY, ALL -THREAD COUPLERS SHALL BE RATED NOT L�SS THAN 3200 LBS.
THE SCOPE OF WORK SPECIFICALLY EXCLUDES ANY AND ALL ARCHITECTURAL, 6. MINIMUM EMBEDMENT OF ALL -THREAD SHALL BE:
WATERPROOFING, MECHANICAL, PLUMBING OR ELECTRICAL WORK.
6"- TYPICAL WALLS, MONOLITHIC FOOTING
EPDXY NOTES
1. ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHER
EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPDXY OR EPDXY
GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGINEER.
2. MANUFACTURER'S DATA FOR ALL EPDXY AND EPDXY GROUT SHALL BE SUBMITTED TO THE
ENGINEER FOR APPROVAL PRIOR TO INSTALLATION. ACCEPTABLE EPDXY PRODUCTS ARE:
HILT[ HY150, HILTI HSE2421, SIMPSON STRONG -TIE SET OR APPROVED EQUAL.
IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONS
AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INSTALL IN
ACCORDANCE WITH APPLICABLE SAFETY LAWS.
3. ALL EPDXY AND EPDXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 8,000
PSI AND TENSILE STRENGTH OF 2,300 PSI.
4. ALL HOLES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8" GREATER THAN THE
DIAMETER OF THE STEEL MEMBER BEING INSTALLED.
5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY PRIOR TO
INSTALLATION OF EPDXY. HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS
LAITANCE, DUST, DIRT, AND OIL.
CONCRETE NOTES 7" - EXTERIOR WALLS, STEMWALL FOOTING 6. CONTRACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE
1. ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH ACI 318, LATEST
PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE
130 MPH
EDITION, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", AND ACI 301, LATEST
7.
ALL -THREAD EMBEDMENTS FOR SHEARWALLS AND HIGH UPLIFT CONI
EDITION, "SPECIFICATIONS FOR STRUCTURAL CONCRETE".
ALL RIDGE AND VALLEY BEAM SIZES ARE NOTED ON THE PLANS.
THEIR RESPECTIVE DETAILS ON THIS SHEET.
2. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, (145 PCF +/-) ALL CEMENT SHALL
g
USE 2" SQUARE WASHERS ON ALL -THREAD AND ANCHOR BOLT LOCAT
CONFORM TO ASTM C150, TYPE 1. MAXIMUM AGGREGATE SIZE SHALL BE 1Y2" INCHES FOR
FOR WALL SHEATHING:
'H (2) SPH. PLACE A 1/2"
FOUNDATIONS, AND Y4" FOR ALL SLABS AND SHALL CONFORM TO ASTM C33.
9.
WHERE THREADED RODS ARE NOT ABLE TO BE INSTALLED DUE TO FII
100-200
_t
WALL FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
ACCEPTABLE TO PLACE A DOUBLE 2X STUD GROUP. FASTEN STUDS T
3. MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS.
D FASTEN THE BOTTOM
OF 10d NAILS. FASTEN THE STUDS TO THE TOP AND BOTTOM PLATES'
- 2. FOR TILE ROOFMIN �" PLYWOOD, SPAN RATING 32/16, INSTALLED PERPENDICULAR TO ROOF
32
VERTICALLY OR HORIZONTALLY, TO WALL FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE,
ANCHOR BOLT WITH 6" EMBEDMENT WITHIN 6" OF DOUBLE STUD GROI
4. 4" 3000PSI CONCRETE SLAB WITH 6X6 W1.4 X W1.4 WWM OR 1/2" FIBERMESH OVER A 6 MIL.
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EDGES).
VAPOR BARRIER AND TERMITE TREATED SOIL.
10.
IN LOCATIONS WHERE SECOND FLOOR BEARING WALLS BEAR ON BEA
EDGE AND 12" O.0 IN FIELD. OUTER LAYER OF PLYWOOD PANEL EDGES MUST BE LAPPED 24"
3. SINGLE CLIP PANEL EDGES. INSTALL PANELS CONTINUOUS OVER TWO OR MORE SPANS WITH
ACCEPTABLE TO DRILL THE THREADED RODS THROUGH THE HEADER
5. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL,
RAFTER AND (5) 8d NAILS INTO THE TOP PLATE.
OF THE ROD WITH A 3" SQ WASHER AND NUT.
COHESIVE SOILS OR ANY OTHER DELETERIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95%
9. CORNER REINFORCEMENT SHALL BE LAPPED 25".
m
MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR TWO FEET BELOW THE BOTTOM OF THE
Q
CONDITIONS, BLOCK PANELS AT 12" O.C.
FOOTING.
CONVENTIONAL FRAMING NOTES
6. ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM -A615. ALL
FASTEN ROOF RAFTERS TO SLEEPER WITH SIMPSON H3 WITH (5) 8d NAILS INTO THE RAFTER
0
CONCRETE REINFORCEMENT SHALL BE FABRICATED, INSTALLED, SUPPORTED AND SPACED IN
1.
ALL CONVENTIONAL FRAMING LUMBER IS No.2 SYP.
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
;TIONS ARE SHOWN IN
PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE
130 MPH
TRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PROPOSAL TO
FOR ROOF SHEATHING:
DO THE WORK.
IS, U.N.O.
ALL RIDGE AND VALLEY BEAM SIZES ARE NOTED ON THE PLANS.
1.0
SHEATHING NOTES
1 LIMITATIONS, IT IS
3.
ETHER WITH (1) ROW
FOR WALL SHEATHING:
'H (2) SPH. PLACE A 1/2"
1. FOR STUCCO AND STONE: MIN -33" OSB OR PLYWOOD, SPAN RATING 32/16, INSTALLED
INTERIOR PRESSURE
VERTICALLY, OR MIN �" OSB OR PLYWOOD, SPAN RATING 32/16, INSTALLED HORIZONTALLY, TO
100-200
_t
WALL FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
/HEADERS BELOW, IT IS
4.
D FASTEN THE BOTTOM
2. FOR ALL OTHER VENEER. MIN 16" OSB OR PLYWOOD, SPAN RATING 24/16, INSTALLED
- 2. FOR TILE ROOFMIN �" PLYWOOD, SPAN RATING 32/16, INSTALLED PERPENDICULAR TO ROOF
32
VERTICALLY OR HORIZONTALLY, TO WALL FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE,
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12" O.C. IN FIELD (BLOCKED PANEL EDGES) OR 6" O.C. EDGE AND FIELD (UNBLOCKED PANEL
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EDGES).
WHICHEVER IS GREATER.
3. FOR CURVED WALLS: TWO (2) LAYERS OF J" PLYWOOD. FASTEN WITH 10d NAILS AT 6" O.C. ON
FASTEN ROOF RAFTERS TO BEARING WALLS WITH A SIMPSON H2.5A �ITH
EDGE AND 12" O.0 IN FIELD. OUTER LAYER OF PLYWOOD PANEL EDGES MUST BE LAPPED 24"
3. SINGLE CLIP PANEL EDGES. INSTALL PANELS CONTINUOUS OVER TWO OR MORE SPANS WITH
MIN WITH INNER LAYER. SHIM FRAMING AS NEEDED FOR TIGHT FIT.
FORMS AND SECURED IN PLACE IN ACCORDANCE WITH ACI 315, "DETAILS AND DETAILING OF
WIND SPEED:
130 MPH
0-20
FOR ROOF SHEATHING:
CONCRETE REINFORCEMENT".
2.
ALL RIDGE AND VALLEY BEAM SIZES ARE NOTED ON THE PLANS.
1.0
1. FOR SHINGLE AND METAL ROOF: MIN OSB OR PLYWOOD, SPAN RATING 24/16, INSTALLED
7. CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS, PIPE SLEEVES, ETC.,
3.
ALL ROOF RAFTER SIZES ARE NOTED ON THE PLANS.
ENCLOSED BUILDING:
is"
PERPENDICULAR TO ROOF FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN
16d = 0.162" x 3-1/2"
INTERIOR PRESSURE
-28.4
100-200
_t
FIELD.
AS REQUIRED FOR MECHANICAL TRADES BEFORE CONCRETE IS PLACED.
4.
FASTEN ROOF RAFTERS TO RIDGE BEAMS WITH (4) 16d TOE -NAILS.
ROOF PITCH: MATCH EXISTING
- 2. FOR TILE ROOFMIN �" PLYWOOD, SPAN RATING 32/16, INSTALLED PERPENDICULAR TO ROOF
32
8. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24",
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FRAMING. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
WHICHEVER IS GREATER.
5.
FASTEN ROOF RAFTERS TO BEARING WALLS WITH A SIMPSON H2.5A �ITH
(5) 8d NAILS INTO THE
3. SINGLE CLIP PANEL EDGES. INSTALL PANELS CONTINUOUS OVER TWO OR MORE SPANS WITH
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RAFTER AND (5) 8d NAILS INTO THE TOP PLATE.
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STAGGERED END JOINTS. WHERE PANELS ARE INSTALLED OVER SINGLE SPANS DUE TO FIELD
9. CORNER REINFORCEMENT SHALL BE LAPPED 25".
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CONDITIONS, BLOCK PANELS AT 12" O.C.
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6.
FASTEN ROOF RAFTERS TO SLEEPER WITH SIMPSON H3 WITH (5) 8d NAILS INTO THE RAFTER
0
10. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS;
\NAY/VF
W
AND (5) 8d NAILS INTO THE SLEEPER_
FOR FLOOR DECKING:
10.1. 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH
_*•
'*-
_
1. MIN 4" T&G OSB OR PLYWOOD, SPAN RATING 48/24, INSTALLED PERPENDICULAR TO FLOOR
10.2. 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER
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.
10.3. 1 1/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY
2. USE OF APA RATED STURD-I-FLOOR IS ALLOWED WITH A MINIMUM SPAN RATING OF 48/24 AND
REINFORCEMENT.
8.
HIP RIDGE BEAMS TO HORIZONTAL RIDGE BEAM WITH SIMPSON A35 W�TH (12) 8dX1-1/2" NAILS.
MINIMUM J" THICKNESS.
11. ONLY DIMENSIONS FOUND ON THE FOUNDATION PLAN BY ALEXANDER GRACE CONSULTING,
9.
FASTEN RIDGEIVALLEY BEAM TO WALL WITH (1) MSTA24 WITH (11) 10d NAILS IN VALLEY BEAM,
FOR PORCH CEILING SHEATHING:
INC., SHOULD BE USED FOR FOUNDATION CONSTRUCTION. IF DIMENSIONS CAN NOT BE
(11) INTO STUD BELOW.
1. MIN a OSB OR PLYWOOD, SPAN RATING 24/0, INSTALLED PERPENDICULAR TO CEILING FRAMING.
DETERMINED FROM FOUNDATION PLAN, CONTACT THE ENGINEER OF RECORD.
FASTEN WITH 8d NAILS AT 3" O.C. ON EDGE, 12" O.C. IN FIELD.
10.
2X6 No.2 SYP COLLAR TIES TO BE APPLIED. FASTEN EACH END WITH
6) 16d NAILS. BOTTOM OF
12. STEM WALL TO BE A MAXIMUM OF SIX (6) COURSES TALL. CONTACT ENGINEER". OF RECORD IF
COLLAR TIES TO BE NO LOWER THAN 1/3 THE DISTANCE FROM THE TOP PLATE TO THE PEAK.
STEM WALL WILL EXCEED SIX (6) COURSES IN HEIGHT.
/�
MASONRY NOTES
11.
ALL SLEEPERS ARE FASTENED TO EXISTING FRAMING WITH
16d NAILS AT EACH
13. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEM WALLS, THE TOP TWO COURSES OF
14)
INTERSECTION OF SLEEPER AND EXISTING FRAMING.
1. ALL MASONRY WORK SHALL BE IN CONFORMANCE WITH THE LATEST EDITION OF "BUILDING
STEM WALL MUST BE FILLED.
CODE REQUIREMENTS FOR MASONRY STRUCTURES" (ACI 530) AND THE "SPECIFICATIONS FOR
MASONRY STRUCTURES" (ACI 530.1) OF THE AMERICAN CONCRETE INSTITUTE.
ROOF RAFTER
FRAMING NOTES
2. CONCRETE MASONRY UNITS SHALL BE NORMAL WEIGHT WITH A MIN. NET COMPRESSIVE
1. DESIGN OF WOOD COMPONENTS IN THIS STRUCTURE IS BASED ON THE 2017 FLORIDA BUILDING
RIDGE BEAM
STRENGTH OF 1500 PSI, HOLLOW, LOAD-BEARING UNITS. CONFORMING TO ASTM C90, TYPE N-11
CODE, RESIDENTIAL EDITION AND THE NATIONAL DESIGN SPECIFICATION FOR WOOD
CONSTRUCTION.
(2) 2x4 SYP COLUMN FOR RIDGE/VALLEY BEAM SUPPORT, FASTENED
3. MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S. ALL PORTLAND CEMENT SHALL
TOGETHER WITH (1) ROW OF 8d NAILS AT 12" O.C. FASTEN RAFTER
TO
CONFORM TO ASTM C150 TYPE I. LIME SHALL CONFORM TO ASTM C207. ALL MASONRY CEMENT
2. DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS SHEET.
. COLUMN WITH 18 GA STRAP WITH (9) 8d NAILS IN RAFTER, (9) 8d
ILS IN
SHALL CONFORM TO ASTM C91. THICKNESS OF MORTAR SHALL NOT EXCEED / .FULL BEAD
AND HEAD JOINTS SHALL BE USED.
3. ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPSON. ALTERNATE CONNECTORS ARE
ACCEPTABLE PROVIDED EQUAL OR GREATER CAPACITIES ARE ACHIEVED. CONTACT ENGINEER
OF RECORD IF EQUAL CAPACITIES ARE NOT APPARENT.
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.
6. NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED.
7. DIMENSION LUMBER
7.1. ALL MEMBER SIZES GIVEN IN THE DRAWINGS ARE NOMINAL DIMENSIONS
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
SIMPSON STRONG -TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF
RECORD. THE JOIST HANGERS SHALL BE NAILED WITH NAILS MEETING THE DIAMETER AND
LENGTH PER THE DETAILS.
E.
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COLUMN. FASTEN COLUMN TO TOP PLATE OR HEADER WITH 18A STRAP
WITH (9) 8d NAILS IN COLUMN, (9) 8d NAILS IN TOP PLATE/HEADE 2.
LOAD TABLE COMPONENT AND CLADDING
ROOF: DESIGN PRESSU ES
LIVE LOAD: 20.0 PSF
DEAD LOAD: 7.0 PSF
CEILING:
LIVE LOAD: 10.0 PSF
LIVE LOAD -STORAGE: 30.0 PSF
DEAD LOAD: 5.0 PSF
FLOOR:
LIVE LOAD: 40.0 PSF
DEAD LOAD: 10.0 PSF
DECK LIVE LOAD: 50.0 PSF
ALL NAILS SHALL BE COMMON NAILS, UNLESS OTHERWISE NOTED. NAIL SIZES ARE DEFINED WIND LOADS:
BELOW:
WIND SPEED:
130 MPH
0-20
EXPOSURE:
D
8d = 0.131" x 2-1/2"
IMPORTANCE:
1.0
10d = 0.148" x 3"
BUILDING CATEGORY:
II
12d = 0.148" x 3-1/4"
ENCLOSED BUILDING:
25.6
16d = 0.162" x 3-1/2"
INTERIOR PRESSURE
-28.4
100-200
_t
COEFFICIENT:
0.18
WHERE FRAMING DETAILS SHOW FOOTINGS, SEE FOOTING DETAILS ON THE FOUNDATION
PLAN
ROOF PITCH: MATCH EXISTING
AND/OR THE FOOTING DETAILS SHEET.
10. CONVENTIONAL FRAMING LUMBER IS 2x No.2 SYP UNLESS NOTED OTHERWISE.
EFFECTIVE
AREA, SF
END ZONES, P �F
PSF INTERIOR ZONES,
0-20
28.9
-37.9
28.9
-31.5
20-50
27.1
-34.0
27.1
-29.9
50-100
25.6
-32.2
25.6
-28.4
100-200
_t
24.6
-28.9
24.6
-27.1
4. MASONRY GROUT SHALL CONFORM TO ASTM C476. Pc OF GROUT SHALL BE 3000 PSI MIN. THE
MAXIMUM AGGREGATE SIZE SHALL BE Y8" GRADED TO PRODUCE FINE GROUT IN CONFORMANCE
WITH ASTM C476 AND C404. SLUMP OF GROUT SHALL BE 8 TO 10 INCHES.
5. MASONRY WALL REINFORCING SHALL CONFORM TO ASTM A615, GRADE 60. PROVIDE 48 BAR DIA
LAP ON ALL SPLICES. PROVIDE BAR SPACERS AS REQUIRED TO PROPERLY LOCATE
REINFORCING IN CELLS.
6. THE CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING OF ALL MASONRY
CONSTRUCTION TO RESIST WIND, BACKFILLING, SOIL COMPACTION AND OTHER NATURAL AND
CONSTRUCTION FORCES OCCURRING DURING CONSTRUCTION. THE BRACING SHALL REMAIN IN
PLACE UNTIL THE STRUCTURE IS COMPLETE.
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
INSTALLED AND HAS BECOME CAPABLE OF STABILIZING THE WALLS. REINFORCED MASONRY
UNITS SHALL BE FILLED SOLID WITH 3000 PSI GROUT AS INDICATED ON PLANS.
10. CASTCRETE PRECAST LINTELS TO BE USED OVERALL OPENINGS, UNO. SEE PLAN FOR SIZE AND
REINFORCEMENT.
SHEET INDEX
S0.01
COVER PAGE/GENERAL NOTES
S1.01
FOUNDATION PLAN AND DETAILS
S2.01
FIRST LEVEL WALL PLAN
S2.02
FIRST LEVEL TRUSS PLAN
S2.03
I SECOND LEVEL WALL PLAN
S2.04 I
SECOND LEVEL TRUSS PLAN
S2.05
GARAGE WALL PLAN AND DETAILS
S3.01
FRAMING DETAILS
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ECON D LEVEL WALL PLAN
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FRAMING NOTES AND LEGEND m
TOP AND BOTTOM PLATE MATERIAL: 2x No. 2 SYP, UNO. w
STUD MATERIAL: 2x No. 2 SPF, UNO. o w
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HEADERS: z z
ALL HEADERS ARE (2) 2x6 No. 2 SYP WITH TWO KINGS AND ONE CRIPPLE, zz
UNO. FASTEN HEADER LUMBER TOGETHER USING (2) ROWS OF 16d (0.148" X m g
3.5") COMMON NAILS AT 12" ON CENTER. USE OSB SHIMS AS NECESSARY TO a
MAKE THE HEADER THICKNESS EQUAL TO THAT OF THE WALL IT IS IN. SEE z p Ov
THE HEADER DETAIL FOR FASTENING SPECIFICATIONS. o a w
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NUMBER OF KING STUDS
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SHEAR WALLS:
ALL WALLS ACT AS LATERAL FORCE RESISTING ELEMENTS BASED ON THE w z
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.
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m
2 -STORY THREADED ROD
INDICATES GLAZING CLASSIFIED AS END ZONE.
EZ ALL OTHER GLAZING LOCATED ON EXTERIOR OF 00
STRUCTURE WILL BE CLASSIFIED AS INTERIOR o
ZONE. SEE "COMPONENT AND CLADDING DESIGNa m N
PRESSURES," ON COVER SHEET. 3 ° � ai CL o
L d f0
ABBREVIATIONS:
LVL 1.75" WIDE 2.0E EVEREDGE ENGINEERED LUMBER.
SYP SOUTHERN YELLOW PINE
MSR MACHINE STRESS RATED LUMBER
SPF SPRUCE PINE FIR
UNO UNLESS NOTED OTHERWISE Q
OSB ORIENTED STRAND BOARD `
O.C. ON CENTER S
MIR MIRROR
SIM SIMILAR J
TYP TYPICAL ' 1 '
ICR INTERMEDIATE CRIPPLES REQUIRED. HEADER TO CRIPPLES WITH u
ADD'L ADDITIONAL
CONT CONTINUOUS t
EA. EACH w J
REINF REINFORCEMENT .J ^
Q L.L
OVERIFY OR PLACE STUD GROUP UNDER BEAM BEARING. NUMBER OF Z
A STUDS EQUALS THAT OF BEAM PLY, MIN 2 STUDS. FASTEN BEAM TO
STUD GROUP WITH (2) MSTA24. FASTEN STUD GROUP TO FOOTING O
WITH LTT20B. USE 10d NAILS IN ALL HOLES. IF THREADED ROD IS r ,
WITHIN 12" OF BEARING, NO LTT20B IS REQUIRED. V
PLACE 6x6 POST UNDER BEAM BEARING. FASTEN BEAM TO POST O�W B WITH (2) MSTA24. FASTEN POST TO FOOTING WITH ABU66. USE 10d V )
NAILS IN ALL HOLES.
2x NO.2 SYP LEDGER, SAME SIZE AS JOIST.
OC • FASTEN TO EACH STUDITRUSS 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.
PLACE 6x6 POST UNDER BEAM BEARING. FASTEN BEAM TO POST
D WITH (2) MSTA24. FASTEN POST TO POST BELOW WITH MSTA36. USE
10d NAILS IN ALL HOLES.
OSEE SHEATHING NOTES FOR CEILING FRAMING
OBEAM TO CMU WALL WITH HUC210-2, 10d NAILS IN ALL HOLES.
OG BEAM TO CMU WALL WITH LGUM410-SDS, (8) J"X4" TITEN HD
ANCHORS INTO BLOCK, (8)"'X2-1/2" SDS SCREWS INTO BEAM.
WAY/VF
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Sheet No.
S2.03
0
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28'-6"
r
------------- — — — — — — — — — — — — — — —
— — — — — — — — — -1
I I
I 1 I
S2.05
I I
I I
I I
4" 3000PS1 CONCRETE SLAB WITH 6X6 W1.4 X
W1.4 WWM OR 1/2" FIBERMESH OVER A 6 MIL.
VAPOR BARRIER AND TERMITE TREATED SOIL.
I I
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SLOPE TO DOOR I
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S2.05 S2.05
I
------------------------------I----- ----J
J J
3'-8" 17'-8"
CONTRACTOR TO VERIFY DOOR
LOCATION PRIOR TO CONCRETE POUR.
_ GARAGE FOUNDATION PLAN
X —
t
SEE SHEATHING NOTES FOR ROOF SHEATHING
REQUIREMENTS.
SEE CONVENTIONAL FRAMING NOTES FOR RAFTER
TO TOP PLATE FASTENING.
(2) 2x6 NO. 2 SYP TOP PLATE FASTENED WITH (2)
ROWS 10d AT 16" O.C. STAGGERED. MINIMUM 24"
LAP WITH (12) 10d IN LAP.
3/8" ALL THREAD CONNECTORS. SEE ALL -THREAD
NOTES FOR INSTALLATION SPECIFICATIONS,
SPACING AND EMBEDMENT.
SEE SHEATHING NOTES FOR WALL SHEATHING
REQUIREMENTS.
2x6 SPF STUDS AT 16" O.C.
2x6 NO. 2 SYP PT BOTTOM PLATE. APPLY 1/2"
ANCHOR BOLTS AT 6'0.C. WITH 6" MIN
EMBEDMENT, AT EACH SIDE OF BOTTOM PLATE
SPLICES.
FORMED AND POURED PERIMETER CURB.
SEE PLAN FOR CURB HEIGHT
FIBER REINFORCED CONCRETE SLAB, 4"
THICK UNLESS NOTED OTHERWISE ON
PLAN.
6 MIL VAPOR BARRIER OR EQUIVALENT
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
TYPICAL WALL SECTION
3/4" = V-0"
1
(2) 2X6 1:1
SIM
1
(2) 2X6 1:1
1:1
iol Bath
Garage 3
S2.05
(2) 2X6 1:1
(2) 11.25" LVL 4:3
EZ
3
S2.05
_ GARAGE WALL PLAN
FOOTING AND SLAB POURED
WITH 3000psi CONCRETE WITH
FIBERMESH.
FINISHED 2"—'r
GRADE_:/
M
I
IT
NOTES
1. IF OPENINGS ARE LOCATED BETWEEN STANDARD ALL THREAD
SPACING, NO ADDITIONAL CONNECTORS ARE REQUIRED FOR
THE DEADER, CRIPPLES, KINGS OR TOP PLATE.
2'-0" RAFTER
EDGE OF ALL THREAD WASHER
MUST BE WITHIN 3" OF THE
HEADER KING STUD, TYP BOTH
SIDES OF OPENING.
HEADERS OVER 4' LONG: TOP PLATE
TO HEADER CONNECTION: SIMPSON
SPH OR SDWC15600 AT 24" O.C. WITH
(12) 10dX1-1/2" COMMONS.
NO. 2 SYP HEADER, TYP. SEE
PLANS FOR SIZE, PLIES, AND
NUMBER OF KINGS AND CRIPPLES.
KING STUDS & CRIPPLES: (6) 16d
BETWEEN ADJACENT KING STUDS
AND CRIPPLES.
PLACE 1/2" ANCHOR BOLTS PER
THE TYPICAL WALL SECTION.
3 TYPICAL HEADER FRAMING DETAIL
3/4" = 1'-0"
P31
SEE TABLE BELOW FOR
RAFTERS SIZE AND
SPACING
C)G
ARAGE ROOF
7/16" OSB SHEATHING. SEE WALL
SECTIONS.
2x RAFTER. SEE CONVENTIONAL
FRAMING PLAN FOR SIZE AND SPACING.
2X OUTLOOKERS AT 24" O.C. FASTEN TO
RAFTER AND WALL WITH (3) 10d
TOE -NAILS.
(2) 2X4 NO. 2x4 PLATE. SEE WALL
SECTIONS.
4
ROOF FRAMED WITH:
2X4 OUTLOOKERS
AT 24" O.C.
(3) 16" LVL RIDGE
BEAM
• SEE SPAN TABLE ON THIS PAGE FOR RAFTER
SIZES AND SPACING.
• (3) 16" LVL RIDGE BEAM
SEE CONVENTIONAL FRAMING NOTES FOR
FASTENING SPECIFICATIONS.
CONVENTIONAL FRAMING - ROOF
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GRADE,
SYP
17.7=1.
No.2
-71-
16"
24"
16"
24"
-
14'-1"
-------
13'-5"
11'-0"
--
18'-6"
16'-2"
17'-1"
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ARAGE ROOF
7/16" OSB SHEATHING. SEE WALL
SECTIONS.
2x RAFTER. SEE CONVENTIONAL
FRAMING PLAN FOR SIZE AND SPACING.
2X OUTLOOKERS AT 24" O.C. FASTEN TO
RAFTER AND WALL WITH (3) 10d
TOE -NAILS.
(2) 2X4 NO. 2x4 PLATE. SEE WALL
SECTIONS.
4
ROOF FRAMED WITH:
2X4 OUTLOOKERS
AT 24" O.C.
(3) 16" LVL RIDGE
BEAM
• SEE SPAN TABLE ON THIS PAGE FOR RAFTER
SIZES AND SPACING.
• (3) 16" LVL RIDGE BEAM
SEE CONVENTIONAL FRAMING NOTES FOR
FASTENING SPECIFICATIONS.
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"
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
F—F
NUMBER OF KING STUDS
(2).M.21
x6,2:1
NUMBER OF CRIPPLE STUDS
SIZE OF DIMENSIONAL LUMBER
SHEAR WALLS:
ALL WALLS 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,
I ARE NOTED ON THE PLAN.
SW _/S# SHEARWALL LOCATION
SEE DETAILS OR FASTENERS
L�
SHEET NUMBER
DETAIL NUMBER
SHEAR WALL DESIGNATION
STRUCTURALBEAM
1 -STORY THREADED ROD
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.
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Sheet No.
S2.05
ROOF VIEW
FLOOR VIEW
FOUNDATION VIEW
SEE SHEATHING NOTES FOR
SPECIFICATIONS
TRUSS TO TOP PLATE CONNECTION: H2.5A
WITH (10) 8d NAILS FOR UPLIFTS LESS
THAN 600 LBS. (2) H2.5A WITH (10) 8d NAILS
EACH FOR UPLIFTS LESS THAN 1200 LBS.
(2) 2x NO. 2 SYP TOP PLATE FASTENED
WITH (2) ROWS 10d AT 16" O.C.
STAGGERED. MINIMUM 24" LAP WITH (12)
10d IN LAP.
3/8" ALL THREAD CONNECTORS. SEE:
ALL -THREAD NOTES ON COVER SHEET.
SEE SHEATHING NOTES FOR
SPECIFICATIONS
2x6 SPF STUDS AT 16" O.C.
2x6 NO. 2 SYP PT BOTTOM PLATE.
2X10 FLOOR JOISTS AT 16" O.C. WITH 2X10
BAND BOARD.
2X8 PT SYP TOP PLATE. FASTEN TO BOND
BEAM WITH 1/2" ANCHOR BOLTS WITHIN 6"
OF SPLICES. BOLTS EMBEDDED 6" INTO
BOND BEAM.
8" BOND BEAM WITH (1) #5 BAR
CONTINUOUS.
8"X8"X16" MASONRY BLOCK WALL. FILL
CELLS VERTICALLY AT 32" O.C. WITH 3000
PSI CONCRETE AND (1) #5 VERTICAL BAR.
SEE PLAN FOR ADD'L BAR LOCATIONS.
HORIZONTAL JOINT REINFORCEMENT. SEE
MASONRY GENERAL NOTES.
30' LAP IN VERTICAL BAR
SEE FOUNDATION PLAN FOR FOOTING
SPECIFICATIONS.
TYPICAL WALL SECTION
3/4" = 1'-0"
2x4 LATERAL AND DIAGONAL TRUSS
BRACING AT 24" O.C.. FASTEN EACH
END WITH (3) 10d TOE -NAILS.
FLOOR TRUSS SYSTEM BY OTHERS.
SEE WALL SECTION FOR DETAILS.
TRUSS BRACING AT WALL
3/4" = 1'-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".
�- SEE FOUNDATION PLAN FOR
FOOTING SPECIFICATIONS.
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ATYPICAL MASONRY,
PENING
SDS SCREWS AT 12" O.C. STAGGERED.
MINIMUM EDGE DISTANCE = 2"
MINIMUM END DISTANCE = 2"
SCR :W LENGTH PER TABLE:
2 -PL SDS25312
3 -PL SDS25500
4 -PL : SDS25600
SCR _INS STAGGERED EACH FACE.
LV 3EAM. SEE PLAN FOR
SPE ,IFICATIONS.
— MULTIPLY FASTEENING
Vj 1-1/2" = 1'-0"
X"
2
RRPN �~
G.
2X6 SCAB FOR OVE
TO TRUSS WITH (2)
NAILS AT 3" O.C. ST,
SEE SECTION 1 FOR
FRAMING.
G. FASTEN
OF 10d
CAL WALL
$ OVERHANG DET IL
3/4" V-0"
ROOF TI
CONVEI
FASTEN
NAILS.
OR
FRAMING
TO WALL WITH 16d
2x4 No.2 SYP LOCKING AT 12" O.C.
FASTEN TO BOTTOM CHORD OF
TRUSSES WIT11 (3) 10d NAILS.
WALL BRACING DETAIL
9 3/4" = 1'-0"
#5 BAR WITH 8" BEND AT TOP
TOP OF CMU WALL
8" CONCRETE LINTEL WITH (1)
#5 BAR CONTINUOUS
FILLED CELL WITH (1) #5 BAR
CONTINUOUS.
#5 BAR DRILLED AND EPDXIED
WITH MIN. 25" LAP AND MIN. 6"
EMBED
.1 d
d
d a °
0
°
3 d d ° °
° d d
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iiiiiiiiiiiiii
3 MISSED DOWN ROD REPAIR
3/4" = 1'-0"
! rllUF% 1 RUOOCJ. /1r1 -L T
BRACE AS CLOSE 10 45" AS POSSIBLE.
7/16" OSB. SEE TYPICAL WALL SECTIONS FOR
FASTENING.
TRUSS COMPRESSION WEB TO BE BRACED. SEE
TRUSS ENGINEERING BY OTHERS FOR LATERAL
BRACE LOACTIONS.
1x4 No.3 SYP X -BRACE APPLIED TO FRONT FACE OF
BRACED WEB, FASTENED TO EACH WEB WITH (2) 8D
NAILS.
1x4 No.3 SYP LATERAL BRACE APPLIED TO BACK
FACE OF BRACED WEB WITH (2) 8d NAILS.. SEE
TRUSS ENGINEERING FOR LATERAL BRACING
LOCATIONS. IF LAPPING IS REQUIRED, LAP AS
SHOWN OVER (2) TRUSSES.
PERMANENT TRUSS BRACING
3/4" = 1'-0"
SEE TABLE BELOW FOR SHEAR
WALL HOLD DOWNS. SHEAR WALL
ANCHORS TO BE WITHIN 3" OF
DOUBLE STUD GROUP. 3"x3" SQ
WASHER AT TOP OF THREADED
ROD HOLD DOWN.
7/16" OSB FASTENED TO FRAMING
W/ 8d AS SHOWN IN THE TABLE
BELOW
HEADER KING STUDS ARE
ACCPETABLE AS SHEAR WALL
END STUDS
INSTALL DOUBLE STUD GROUP
AT EACH END OF SHEAR WALL.
FOR DOUBLE SHEAR WALLS, USE
(4) STUDS.
1/2 ANCHOR BOLTS AT 24" O.C.
BETWEEN SHEAR WALL ENDS.
EMBED 8" MINIMUM AND USE 3"
SQUARE WASHERS.
i SHEARWALL SCHEDULE
SHEARWALL ! EDGE SPACING SHEARWALL ANCHOR SIZE
;DESIGNATION 8d NAILS ANCHOR AND EMBED
DEPTH
SW 3" O.C. 1/2" ROD 1/2", 12" DEEP
SW2 2" O.C. HDUB-SDS2.5 7/8", 12"
1. "(2)" DESIGNATION IN THE TABLE REFERS TO BOTH FACES OF WALL BEING SHEATHED.
3. OPENINGS IN SHEAR WALL SEGMENTS ARE PERMITTED ONLY IF SHOWN ON THE FRAMING PLAN.
SHEAR WALL NAILING PATTERN MUST BE PROVIDED ABOVE AND BELOW OPENINGS.
4. SHEARWALL SECTIONS ARE NAILED AT 6" O.C. IN FIELD WITH 8d COMMON NAILS. SEE TABLE FOR
EDGE SPACING.
10 SHEAR WALL ASSEMBLY DETAIL
3/4"=11-0.
((
7/16" OSB FASTENED TO FRAMING W/ 8d AT 4" O.C.
ON EDGE, 8" O.C. IN FIELD.
BLOCK SHEETING EDGES WITHIN 4" OF GABLE END
2x4 SYP OUTRIGGER AT 24" O.C. CLIP TO BALLOON
FRAMED TOP PLATE W/ SIMPSON H2.5 W/ (8) 8d
COMMONS.
BLOCK BETWEEN OUTLOOKERS.
GABLE TRUSS TOP CHORD
2x4 No.2 SYP X -BRACE. SEE PLAN FOR LOCATIONS.
EXTEND BACK 8' FROM GABLE. ATTACH TO GABLE
AND TRUSS VERTICALS W/ (3) 16d. WHERE TRUSS
VERTICALS DON'T EXIST, APPLY 2X4 No.2 SYP
VERTICALS WITH (3) 16d COMMONS AT EACH
INTERSECTION OF PROPOSED VERTICAL AND
EXISTING TRUSS MEMBER.
L -BRACE AS SPECIFIED BY TRUSS MANUFACTURER.
2x4x8' SYP LATERAL BRACE AT 48". APPLY (2) 16d
THROUGH DIAGONAL BRACE INTO EACH CEILING
JOIST.
FASTEN LATERAL BRACE TO GABLE BOTTOM CHORD
WITH (2) SIMPSON H2.5 WITH (8) 8d.
GABLE TRUSS TO WALL WITH SIMPSON MSTA12 WITH
(10) 10d AT 48" O.C.
GABLE BRACING DETAIL — TRUSS
3/4" = V-0"
SEE SHEATHING NOTES FOR
SPECIFICATIONS
TRUSS TO TOP PLATE CONNECTION: H2.5A
WITH (10) 8d NAILS FOR UPLIFTS LESS THAN
600 LBS. (2) H2.5A WITH (10) 8d NAILS EACH
FOR UPLIFTS LESS THAN 1200 LBS.
(2) 2x6 NO. 2 SYP TOP PLATE FASTENED
WITH (2) ROWS 10d AT 16" O.C. STAGGERED.
MINIMUM 24" LAP WITH (12) 10d IN LAP.
STUDS TO TOP PLATE WITH SPH AT 32" O.C.
OR SDWC15600 EA.
SEE SHEATHING NOTES FOR
SPECIFICATIONS
2x6 SPF STUDS AT 16" O.C. FASTEN TO
BOTTOM PLATE WITH SPH AT 32" O.C. OR
SDWC15450 EA.
2x6 No.2 SYP BOTTOM PLATE FASTENED TO
EACH TRUSS WITH 15" CS -16, 9" ON FLOOR
TRUSS, 6" ON BOTTOM PLATE. FILL ALL
HOLES WITH 10d NAILS.
SEE SHEATHING NOTES FOR
SPECIFICATIONS
FLOOR SYSTEM BY OTHERS. FASTEN TO
WALL BELOW WITH H2.5A, ALL HOLES
FILLED WITH 10d NAILS.
SEE SECTION 1/S3.01 FOR LOWER WALL.
TYPICAL WALL SECTION
3/4" = 1'-0"
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S3.01